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Permit D10-162 - SHASTA BEVERAGES - ADDITION
SHASTA BEVERAGES 1227 ANDOVER PK E D1O-162 City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: littp://www.ci.tukwila.wa.us Parcel No.: 3523049072 Address: 1227 ANDOVER PK E TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D10 -162 Issue Date: 09/08/2010 Permit Expires On: 03/07/2011 Tenant: Name: SHASTA BEVERAGES Address: 1227 ANDOVER PK E , TUKWILA WA Owner: Name: NATIONAL BEVERAGE CORP Address: 8100 SW 10TH ST STE 4000 , PLANTATION FL 33324 Phone: Contact Person: Name: KATHY CRAFT Address: CRAFT ARCHITECTS , 2505 3RD AV - SUITE 324 98121 Phone: 206 -720 -7001 Contractor: Name: POE CONSTRUCTION Address: PO BOX 1838 , AUBURN WA 98071 -1838 Phone: 253 833 -2400 Contractor License No: POECOI *247QZ Expiration Date: 05/01/2011 DESCRIPTION OF WORK: 42,812 SQ FT ADDITION OF NEW CONCRETE TILT -UP WAREHOUSE TO NORTH SIDE OF EXISTING CONCRETE WAREHOUSE WITH 3 DOCK HIGH DOORS, 1 DRIVE -IN DOOR AND CANOPIES. 2 NEW OPENINGS IN EXISTING NORTH WALL. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, DCDVA FOR 8" FIRE BACKFLOW W/VAULT, SANITARY SEWER IS WITHIN BUILDING, REMOVAL OF EXISTING ON -SITE PAVEMENT, PAVEMENT CUT TO INSTALL UTILITIES, INSTALL BACKFLOW ON IRRIGATION METER, STORM DRAINAGE INCLUDING UNDERGROUND DETENTION VAULT, AND POSSIBLE STREET USE WITH TRAFFIC CONTROL. TRANSPORTATION IMPACT FEE. TRAFFIC CONCURRENCY FEE UNDER PW PERMIT (C 10 -xxx). Value of Construction: 2,976,290.24 Fees Collected: $64,101.56 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2006 Type of Construction: III-B Occupancy per IBC: 24 * *continued on next page ** doc: IBC -7/07 D10 -162 Printed: 09 -08 -2010 qs 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 Permit Number: D10 -162 Issue Date: 09/08/2010 Permit Expires On: 03/07/2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 400 c.y. Fill 400 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Date: I 11) I hereby certify that I have read and ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complies whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or th- •erformance of work. I am authorized to sign and obtain this development t. ' �"' art \ Date: ` Signatur • . Ni„ • Print Nam This permit shall become null d void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -7/07 D10 -162 Printed: 09 -08 -2010 • J�ica,:wq City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 3523049072 Address: Suite No: Tenant: 1227 ANDOVER PK E TUKW SHASTA BEVERAGES • PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10 -162 ISSUED 06/22/2010 09/08/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 12: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: 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. doc: Cond -10/06 D10 -162 Printed: 09 -08 -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 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: 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. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 23: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 24: 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. 25: ** *FIRE DEPARTMENT CONDITIONS * ** 26: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 27: The installation of the fire line and double detector check valve assembly (DDCVA) requires a separate Public Works Permit. 28: The square footage of 42,812 exceeds the maximum allowable floor area to be served by a single sprinkler riser of 40,000 square feet per NFPA 13. 29: 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) 30: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the doc: Cond -10/06 D10 -162 Printed: 09 -08 -2010 wq� 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 floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 31: 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) 32: 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) 33: 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) 34: Maintain fire extinguisher coverage throughout. 35: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 36: 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) 37: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 38: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 39: 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) 40: 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) 41: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 42: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 43: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system doc: Cond -10/06 D10 -162 Printed: 09 -08 -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 provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 44: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 45: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 46: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 47: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 48: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 49: U.L. central station supervision is required. (City Ordinance #2050) 50: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 51: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 52: All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 6.7.4.1, 6.7.4.2) 53: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13- 6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 54: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13- 6.2.8) 55: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser ". (NFPA 13) 56: Sprinkler coverage around unit heaters needs to comply with section 8.3.2.5 and figure 8.3.2.5 of NFPA 13 (2007 edition). 57: 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. 58: 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) doc: Cond -10/06 D10 -162 Printed: 09 -08 -2010 • 0ILA 'wq� City of Tukwila ti Z, Department o f Community Development 0 6300 Southcenter Boulevard, Suite #100 1 Tukwila, Washington 98188 2 Phone: 206-431-3670 L. . "; Fax: 206 - 431 -3665 908 v Web site: http: / /www.ci.tukwila.wa.us 59: 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) 60: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 61: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 - 575 -4407 for ordering information. 62: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 63: 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. 64: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 65: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 66: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 68: ** *PUBLIC WORKS DEPARTMENT CONDmONS * ** 69: Schedule and attend a Preconstruction Meeting with the Public Works Department, prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 70: 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. 71: TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $5,000 SHALL BE PAID PRIOR TO ISSUANCE OF THIS PERMIT. 72: Prior to issuance of this permit a Transportation Impact Fee in the amount of $8,684.00 shall be paid. 73: Public Works requires a new testable 4" water meter be installed on domestic with a bypass for meter testing. The domestic connection is currently on the private fireline. Tukwila Water Division will supply the new meter. Owner shall install the new connection. Coordinate installation with the City Water Division and the Public Works Project Inspector. 74: PLANS DO NOT SHOW ANY WORK WITHIN THE PUBLIC RIGHT -OF -WAY, HOWEVER, PRIOR TO START OF ANY WORK WITHIN THE PUBLIC RIGHT -OF -WAY; OWNER/APPLICANT SHALL PROVIDE (1) BOND FOR WORK IN THE R.O.W. (2) PROOF OF INSURANCE NAMING THE CITY AS ADDITIONALLY INSURED FOR WORK IN THE R.O.W. (3) HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT -OF -WAY. 75: Coordinate with Public Works Project Inspector & City Water Division regarding water meter locations, AMR, and backflow assemblies. doc: Cond -10/06 D10 -162 Printed: 09 -08 -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.tulcwila.wa.us 76: Verify if installing FEBCO Series 850 - 1.5 inch backflow device. ( FEBCO 805Y - DCVA is "OBSOLETE ". 77: Coordinate with Public Works Project Inspector & City Fire Department for pavement marking requirements for new storm water detention tank. 78: If existing Public sidewalk is disturbed, then replace per City of Tukwila standards and specifications. 79: Owner shall sign with Notary, a Storm Water Easement and Maintenance Agreement - prior to permit final by Public Works. Public Works will prepare document for execution. 80: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. If applicable, Traffic Control Plans shall be submitted to the Inspector for prior approval. 81: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 82: 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 Public Works Project Inspector before 12:00 Noon on Friday preceding any weekend work. 83: Any material spilled onto any street shall be cleaned up immediately. 84: The deduct meter shall read flow quantities in 100's of cubic fee and shall have a TRPL register that is compatible with the Sensus automatic reading system. 85: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 86: 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. 87: The Land Altering Permit Fee is based upon an estimated 400 cubic yards of cut and 400 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. 88: 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. 89: 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. * *continued on next page ** doc: Cond -10/06 D10 -162 Printed: 09 -08 -2010 • wq� City of Tukwila \yi • 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. Signatur -. may►_ C C Print Name: /' Y Date JE r o ordinances governing or local laws regulating doc: Cond -10/06 D10 -162 Printed: 09 -08 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hitp irtii ti . t i. tnku ila. ivca. us Building Permit No. DEO-- ! Y Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 3 u 9 o%a Site Address: 1227 Panbvv e. k1. Suite Number: Floor: Tenant Name: '►'Ap1.M. New Tenant: ❑ Yes tg..No Property Owners Name: .^^� ^^-- A�v'm5'±jlG Mailing Address: I Q 7 A,T% VQ r liakit t --ra.kopi City IAA °tslte) State Zip CONTACT PERSON -who do we conta when your permit is ready to be issued Day Telephone: 2-1)(0-72.0 -701 Mailing Address: 2O5 1'(2 43• . SC ao4— 54octit., .q05j2-1 \- City nn��/� State e� Zip E -Mail Address: e br'e.V*eC S.Gatn. Fax Number: alto • -2I� • a. / 1 GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: torr TO1.1� Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: C2 7 NecT 1n1\ �"$ t Mailing Address: 2 1 .{ 44tR. k 324 A'c1 1.5% City ^ State Zip n Day Telephone: O 6 - 7 Zz> 7 Fax Number: 2c) to --200-0-9q) 5 Contact Person: l E -Mail Address: ENGINEER OF REC Company Name: ^�_ pper,�...,� t Q Mailing Address: I�0311�EL.� Ci i S ` n a' �I•-V' U. (•A 7 ,, 5 City ^.� —State Zip Contact Person: ��I_ (� �� Day Telephone: 4. 5 " 0 -4d) S-- E -Mail Address: SGx�I fi) S\ k\ .QX chlyN Fax Number: t�.4'S.- -+0%Y� IiVApplical ions \Forms - Applications On LineA200tionsVI -2009 - Permit Application. doe Page Ici6 All plans must be wet stamped by Engineer of Record Revised- 1 -2009 bh BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ 7501005CC Existing Building Valuation: $ 1, 8310, Roc) Scope of Work (please provide detailed information): 41, eo q3, sV Aar In 014 05 vo art G 'nor- \A4 orkt "ro *R. is o L.O ,WtkiE we:SI 1 Z,94. e -kl- 4e> -t -MS4k' _._ . w 1 - €.X- - SClic,v�'1�1 L . Will there be new rack storage? ❑ Yes '.No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. of Parking Stalls Provided: Standard: 44' Compact: 1 0 Handicap: G.. Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 0( Sprinklers I' Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes k No If `yes', attach list of materials and storage locations on a separate 8-1/2- x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. li:AApplicationsAForms-Applications On LineA2009 Applications VI -2009 - Permit Application. doc Revised: 1 -2009 Oh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of ` Construction per IBC Type of Occupancy per IBC l51 Floor L0476n '4ealiB i Z 1 i i a, 5-' — 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq 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. of Parking Stalls Provided: Standard: 44' Compact: 1 0 Handicap: G.. Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 0( Sprinklers I' Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes k No If `yes', attach list of materials and storage locations on a separate 8-1/2- x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. li:AApplicationsAForms-Applications On LineA2009 Applications VI -2009 - Permit Application. doc Revised: 1 -2009 Oh Page 2 of 6 ,PUBL.IC WORKS .PERMIT INFORMATION = 206=433 -0179 P.; • Scope of Work (please provide detailed information): Construction of TESC measures, grading, stormwater and utility improvements to prepare site for future building expansion. Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District m ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton 0... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): m ...Civil Plans (Maximum Paper Size — 22" x 34 ") m ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (SAO) 0... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance m ...Construction /Excavation/Fill - Right -of -way m Non Right -of -way ❑ m ...Total Cut 3.000 cubic yards ❑ .. Work in Flood Zone m ...Total Fill 3.000 cubic yards m .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor m ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut m .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ...Backflow Prevention Fire Protection 8 " Irrigation ex. " Domestic Water ex. " ❑ ...Permanent Water Meter Size... ex. " WO # ❑...Temporary Water Meter Size.. N/A " WO # ❑ ...Water Only Meter Size ex. " WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ 0 ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications \Forms- Applications On Line \2009 Applications \I-2009 - Permit Application doc Revised: 1 -2009 bh Page 3 of 6 PElltMIT APPLICATION NOTES Applicable to all' �permits in this application.:: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING • WN ' OR A THORIZ I • GENT: Signatur:dptat• ..or,s■st ∎— _ Print Name: Mailing Address: 0.50S Date: 1.i lcl 7', Day Telephone - D 7ab'-70Q � City State Zip Date Application Accepted: Date Application Expires: �— Staff Initials: I H:\Applications\Portns- Applications On Line\2009 Applications \I -2009 - Permit Application.doc Revised: 1 -2009 bh Page 6 of 6 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Shasta Beverage PERMIT # 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 $10,000.00 Erosion prevention $15,000.00 Water /Sewer /Surface Water $150,000.00 Road /Parking /Access $200,000.00 A. Total Improvements $375,000.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $2,500.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. $2,000.00 D. 1.5% of amount over $200,000 of A. $2,625.00 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 7,125.00 (4) $250 (1) 5. Enter total excavation volume 3,000 Enter total fill volume 3,000 cubic yards cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 -1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 49.25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 7,424.25 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 RECEIVED JUN 2 2 2010 PERMIT CENTER 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) $ 7,125.00 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 2 223.50 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 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 $ I. Other Fees $ Total A through G $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 7,348.50 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. 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 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 CA1117 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 SET RECEIPT Copy Reprinted on 09 -08 -2010 at 10:11:56 09/08/2010 RECEIPT NO: R10 -01771 Initials: WER Payment Date: 09/08/2010 User ID: 1655 Total Payment: 34,535.74 Payee: CRAFT ARCHITECTS, PLLC SET ID: 0908 SET NAME: Temporary Set SET TRANSACTIONS: Set Member Amount C10 -018 D10 -162 TOTAL: 5,000.00 29,535.74 29,535.74 TRANSACTION LIST: Type Method Description Amount Payment Check 4588 34,535.74 TOTAL: 34,535.74 ACCOUNT ITEM LIST: Description Account Code Current Pmts FIRE IMPACT FEES PARK IMPACT FEES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY TRAFFIC MITIGATION FEES 90830402.5000.53 90930101.5000.53 000.342.400 000.345.830 000.342.400 640.237.114 104.367.121 00 104.367.120 TOTAL: 5,436.87 11,216.22 89.50 37.00 4,988.00 4.50 5,000.00 7,763.65 34,535.74 PAYMENT RECEIVED Cif! 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: //wwwci.tukwila.wa.us SET RECEIPT RECEIPT NO: R10 -01770 Initials: WER Payment Date: 09/08/2010 User ID: 1655 Total Payment: 16,000.00 Payee: KATHRYN M CRAFT SET ID: 0908 SET NAME: SHASTA SET TRANSACTIONS: Set Member Amount D10 -162 16,000.00 TOTAL: 16,000.00 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 16,000.00 TOTAL: 16, 000.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES TRAFFIC MITIGATION FEES 000.322.100 15,079.65 104.367.120 920.35 TOTAL: 16, 000.00 PAYMENT RECEIVED • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 3523049072 Address: Suite No: Applicant: SHASTA BEVERAGES 1227 ANDOVER PK E TUKW RECEIPT Permit Number: Status: Applied Date: Issue Date: D10 -162 PENDING 06/22/2010 Receipt No.: Initials: User ID: R10 -01118 WER 1655 Payment Amount: $18,565.82 Payment Date: Balance: $24,346.15 06/22/2010 01:25 PM Payee: CRAFT ARCHITECTS TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. ACCOUNT ITEM LIST: Description 4485 18,565.82 Account Code Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 11,190.82 250.00 7,125.00 Total: $18,565.82 PAYME RECEIVED doc: Receiot -06 Printed: 06 -22 -2010 INSPECTION RECORD Retain a copy with permit .D /D - /dam PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ' %'25T,2 .1) e. v Type of Inspection: /Z'V/9L. Address: 1.22 7 /1A/ZJ ibe;42 A)/Z Date Called: F 52. ,, Special Instructions: ' Date Wanted:. /Ci_�o_ /J cm3 m. Requester: Phone No: c-20 4, - SS / - Q 2 � re?,4A1 L e.._,../ /2/041.4 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 52. ,, irPfa'1/1 1 ..- - ,tiSAe /71. ow /l !JPA't/ / •5-09C r :i J'9 / 1i#+/"v --f,'(9-i-47 P$�'- ., -,, . ,, 4_41QP,,7ry i f 4'r re?,4A1 L e.._,../ /2/041.4 -) /? A /.. , a,1 /.4 ®, pe,� ; -/ (70--„, i / /--,. / , ,. .. ., _ ..... Inspect (Date: e /// / en. /� �, �'2 6 INSPECTION FEE REQUIRED. Prior t next inspection. fee must be aid at 6300 Southcenterblvd.. Suite 1 0. Call to schedule reinspection. 610- ((al-- r INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 x(206) 431 -3670 Permit'Inspection Request Line (206) 431 -2451 `` Project: ' GI Vi As i A eirVfaAc,F Type of Inspect on: ; /1/4JA N3lAd JN .n(Q Addres" s I 221 AAMOvif g. Date Called: Special Instructions: / 1 Date Wanted:. Xam; r 0 ..- &--1f p.m. Requester: Phone No: (o -.SS(- 0 2-S75 Approved per applicable codes. El Corrections required prior to apps val. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. t• INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project S14ASIA QEV Type of Inspection: • t=INN)AL — 9 LAO .3tr• 4, Address: / 122.7 aNboU 2 ? t-� Date Called: T Special Instructions: ,—t L. • Date Wanted: '7 — z0 -1 � a.m. Requester: — S O Q 6 p7-.42_ p it.r:ii N.14 a (1 k.e� Phone No: ,a3co— 551 020 ti ❑ Approved per applicable codes. Corrections required prior to approval COMMENTS: .a. LertW f' ^- (14-x- 44ACIoe•- Q'rC Late -d- i 4..g+ k b-� 5„.0,,,sh t* i t' — S O Q 6 p7-.42_ p it.r:ii N.14 a (1 k.e� 1.' t -; 1.1- L0.-1 1,LA-e l ∎ g 4-A - t-L.....a -r Et e Vet_ () 01,A — 'NL.. ----- it ) VU, ni Imo- - \ 6149r ` t-P-4-4,..i • _. V ac-( tt. VI a iu:i _ 1%.4.44.-_ pe,:uk -6 r1' ti.. f i }" -- \ •&_ \ 5 ty AS tx. , k Si 1„ r t-A.Ure -^--9^ - Date: 7/24! n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. i• INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO.N ,`&_- 6300 Southcenter Blvd., #100 „Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit • PERMIT Na._ bib -1. Project : Type of Inspection: , - Address: ! 2.Z7 A octIrt P144- Date Called: • Special Instructions: Date Wanteq:1� f - 1 l b �. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: eMwfelriit$t !...zc of -F;Nt7 - iiir()Am -••Q `TPanpe,rrtAi 00 d'-st3Rrh°' -f - A-PPrhx,r6, Ott. `1i n STC90. tL &Obi — 3 D Dlty S • or: /AAAAA -s 'Date: tz128Itn 1 +_ _ l INSPECTION FEE REQUIRED. Prior to next inspection. fee must be aid•at 6300 Southcenter Blvd.. Suite 100. Call to schedule'reinspection. a••••. • .7' .-.+Q •• 4•44'n4.s:..+ .. p r• ..,r::. ....arRrnr..rs.*ar:......•• •dr :" • • : INSPECTION RECORD. Retain a copy with permit INSPECTION NO. PERMIT: NO. CITY OF TUKWILA BUILDING DIVISIO.N r77.. 6300 Southcenter Blvd:, #100,Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206)431-2451 A. Z._ Project: C..1 /7/ iti..571di az I/ Type of Inspection: .. eF,,,p/A476,,wev 1./61473" Date Called: Address: /227 .1.voewre_Pg Special Instructions: . . . . ' . . Date Wanted: /.2-3'-- /0 - p.m. Requester: - ' . Phone No: Approved per applicable codes. OCorrections required prior to approval. COMMENTS: 1:1)_27-Ahlef; t 0 e - 4-fi,e0w4,1 - 'V ex/vr Ili-t. A k rifig ... ..,- . ...ft. ' . . , i i A -- 1 . • ...........s... SPECTION FEE REG RED. riOr to next inspection, fee must be d at 6300 Southcenter Blvd:. Suite 100. Call to schedule reinspection. 409a....M2EMtia k.Of Tar."... 4, W.Va. 1:11170PrZ31,11.1a;; .11i5CZNErAii.10.4i$1.4. INSPECT N NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. - F--- 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431=2451 PrOject: SV-VA A Cr?*_kV-.0_ _. Type of Inspection: ___5it..3 A \ - <-00k-1...1 — .441tt vaaon Address : • \ 2;7 Or t■ N {V). if V.- f 11- Date Called: - .-- Special Ins ructions: Date Wanted: k2 - 22.-. ' - 1 0 Requester: .?...) 1 2- ( '2 2.• i t b Phone No: --„ • Approved per applicable codes. D Corrections required prior to approval. COMMENTS: k (1 <-00k-1...1 — .441tt vaaon nogafil•NAA,0,3 AIWA.00,0 .-- cll. Poet ■v..1 .1., - ....) 0 w V..e ¥4e i VSlek . 0 c00 .?...) 1 2- ( '2 2.• i t b .,- / \\... Date: ID ext inspection, f e must be . paid L o,wu Southcenter Blvd.. S Call to schedule reinspection: REIN TION FEE REQUIRE kaaffr2333,MMZIVP5r:•=4:7... rizierarrIngcr• . . sop Nommiiez-...,fre.ret040 '40,20 • INSPEC INSPECTION RECOR Retain a copy with permit. ON NO. py P .. . 0. • PERMIT NO:. . CITY OF TUKWILA SBUILDING DIVISION _ 6300 So hcenter Blvd. #1,00, Tukwila. WA 98188 (206) 43.1 .3670 Pe,,miflnspection Request Line (206) 431 -2451 Pro- t :- Type of Inspection 0 .4Yli/d+►¢irO/1"/ — ..---).4.0,4,1 . — 4/dr.9,a e Addres : a l la. 'l- - 'f' - "bd viz' Date Called: 1 3) Gam, /A,p'_ * /�4 eiSi Special Instructions: • • •• i O'4 513 q 1:5 J t i 0 otni Date Warted: /2,---(S— ` �( pom` :m. Requester: le r'no rigs,- t•t4 Phone No: , : •App r�gved per applicable codes. ,!• .. 6• • Corrections required prior to approval. COMMENTS: 0 .4Yli/d+►¢irO/1"/ — ..---).4.0,4,1 . — 4/dr.9,a e 3) Gam, /A,p'_ * /�4 eiSi 131/4 L' e crier . /L<. F',,,,,.,, / — ., /G% 4 ../ le r'no rigs,- t•t4 , j /-::";./i/. < -/ vide"- 0r -/62/ in - sg* P4/© -o /I ,,. ■ /v_-==/..- F2/17- 40.06.51 410•L49.(J ,. ©7.i'V r / r r , Ate , a 1 • + r: Date: EI'NSPECTION FEE R UIRED. Prig to next inspection. fee must be .Y , P v i' paid at 6300 Southcente B(d :. Suite 100. Call to schedule reinspection. ection. r, f P K' jf L.,.6......„ m•'..4 -.., ,,,,,. -- - -..4.---,...,L,-- 1 s ..}4: iii'°' J. s• • INSPECTION RECORD Retain a copy with p& mit • . CITY OF TUKW.ILA BUILDING D `* • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 INSPECTION NO. • . PERMIT NO. (VISION (206) 43.1 -3670 Project: 1144-1449 /3'e (✓ Type of Inspection: gekj..fh '#9 >'4 ' Address: /-2-27 ftIJD / PII g Date Called: ' ., Special Instructions: • - _ - .. . Date Wanted: . ,//— 3_0 --)O -11.1,, p.m: Requester.: .. Phone No: p4, - '5"/...:1) $61 r • `• Approved per applicable codes. Corrections required prior to approval. COMMENTS tor Date: 1 .rts...d..2 / 1- v 1 /- -3p -.0 Er , NSPECTION FEE REQUI ED. Prior t next inspection, fee must be a,d at 6300 Southcenter Di Suite 10 . Call to schedule reinspection. r • o 9. INSPECTION RECORD Retain a copy with permit - 1 CTION NO. PERMIT NO. CITY OF T.UKWILA BUILDING DIVISION • . 6300 Southcenter Blvd:, #100, Tukwila. W 98188 (206) 431. -3670 . ' Permit Inspection.:Request.Line (206) 431-2451 Approved. per applicable codes. Corrections required..prior to approval. 7 COMMENTS: F ,/y Typed IInspe 'on: / A..414j. t Proje Address: • 1 12,2-7( MJ o i ? /. e. Date Called: Special Instructions: Date Wanted: .m. Requester: Phone No: Approved. per applicable codes. Corrections required..prior to approval. 7 COMMENTS: F ,/y Scierlo 4; REI pa'd Date: i ott447 / .....„...A.102e I 11--/ a SPECTION FEE R QUIRED. rP"ior to next inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .: ' 4) ... w :a:m p.e.y v-ykeq .w* l +,�*.ol04f A.: T l.. INSPECTION RECORD. _.:..,' Retain a. copy with permit INSPECTION NO. . • ---!; ' -' - • .... . • •PERMIT NO: • .‘,CrITY OF TUKWILA BUILDING DIVISJON •t"- ;,.... 6300 Southcenter Blvd., #100, Tukwila...WA 98188 . (206) 431-3670 Permit Inspection Request Line (206) 431,2451 4)4'0— /42-, . _ Project: • .1 . _s.5'histak7 _ _' Type of Inspection: /Pere:I-NS *.,14_ii_si _ Address: :‘, /22 -7 ithilsOcri/Aer gle Date Called: 3s. Special Instructions : . • ,,• , Date Wanted: /17- /Z— AO* pen.5. Requester: Phone No: • • El Approved per applicable codes.' 4 •El Corrections required prior to approval: • COMMENTS: pi.„9 s' bi PI /4 ,4". :Ali h.", te'd ./04//t0 ?et, tO //;h1; '.1-,,i'el ets41 ) ■10*- ue) PM; i- erAll. 511.r/el /0/2151 0 kiacir- 70 #7-r9 371, ir-P ell Azer Sivorgh. %.,iltelLe41•1 .4-Ahohevc- A- ' ,3-4-Ays. 5 — 17 m-- 4 &S. — 4figo;e::41 _ .:, . . . • : AV•Ohn., SPECTION FEE RE UIRE or knext inspection. fee must be id at 6300 Southcenter 19.. Spite 100. Call to scheduteseinspection. .P/M146;eleS • V‘:.P•RINWT:247ZatgifkaPNV=Piartai,P ISeal'-93t1i9iGa7CP.1653MlirrartIVL741 • I'NSPECTION RECORD Retain a copy with permit INSP ON Na PERMIT NO: . CITY OF TUKWILA BUILDING. DIVISION ' - . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • . (206) 431 -3670 Permit'rnspection Request Lrne•(206) 431 -2451 Project: ` : Type of Inspection: S'. 0 4 rite Address: / 7 V7 /wad t/Lr .,; Date led: - ��7 Special Instructions: Date Wanted: fl f ` :m: ---(3 p.m. Requester: Phone No: f 0 zisys gm Approved per applicable codes. Corrections required priorto approval. COMMENTS: -/► 1 J p Cam'- rte e r -i- + Qv.,/ tEl 1SPECTION FEE REdyIRED: Prior�o next inspection. fee must be p� d at 6300 Southcenter vd.. Suite 1 0. Call to schedule reinspection. • • Ya INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION . . • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 •.f (206) 431 -3670 Permit Inspection•Request Line (206) 431 - 2451•• • • Proj i Nhet.._ Type of Inspection Ad ress: I .2. l "n o(lU_ Date CaII - Special Instructions: " . „ Date Wanted: •.am.. Requester: Phone No nApproved per applicable codes. • . Corrections required prior to approval. c COMMENTS: (13 gos-ipol Date: R9 NSPECTION FEE RE ' l)IRED. Pri • to next inspection. fee must be Aid at 6300 Southcenter Blvd.. Suit- 100. Call to schedule reinspection. •erR• ' • .-MOW -••••„•F • s. . •r.•., •f y bi (0 --Rot .".. INSPECTION RECORD Retain a copy with permit 'INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIV.d., #100, TukWila. WA 98188 (206) 431-3670 • Permit Inspection Request Line (206) 431-2451 Pn7 Typ'e of Intpectier:4 Address: _ i Ito? AAJ6Vr _ Date Called: .— _ Special Instructions: . • "• Date Wanted:. i0 ( re—ta-I Requester: . i.. Phone No: Cs( 0285 DApproved per applicable codes. Corrections required prior to approval. comMENTS:j7:6 e71-7 i gootp<0 4,4.0 . tre taiic INSPECTION FE EQUIRE Prior to next inspection. fee must be d at 6300 Southcen r Blvd.. Suite 100. Call to schedule reinspection: • ' " • -•"• ''''4.9rerPEOW-^ rar!AIOZIEVivir,"•SIV:419perelt..... • INSPECTION RECORD Retain a copy with permit INSP - i N NO. PERMIT NO. CITY OF. TUKWILA BUILDING 'DIVISION- 6o- ital, 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431 =3670. Permit Inspection Request Line (206) 431 -2451 Project: • Type of Inspection: • Address: 2. Z f- A40 oLift Date ailed: Special Instructions: Date Wanted: /r a.m. Requester: Phone No: JApproved per applicable codes. Corrections required priorto.approvah' COMMENTS: J R ECTION FEE RE yIRED. Pr r to next inspection; fee must be 6300 Southcenter lvd.. Suit' 100: Call to schedule reinspection. `'g • INSPECTION RECORD r,: Retain a copy with permit INSPECT' NO. PERMIT NO: •'' CITY OF TUKWILA-BUILDING DIVISION ' k.. • . 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431. 670 v =.'. Permit Inspection Request Line (206) 431 -2451 • �. ^J. Prop : i Type of Inspection. A ress: 1.7.--') .4t, 4, ULr ci Date Call d: . Special Instructions: 't b -4 3 g O '1 --.01 'g, Date+Wanted . �- r0 Requester: Phone No: 9.0(0- -5( -vim ElApproved per applicable codes. EiCorrections required prior to approval. 6 COMMENTS: l D i Date: SPECTION.FEE RE IRED. Prior t. next inspection. fee must be at 6300 Southcenter : vd.. Suite 100. Call to schedule reinspection. Oro :442, INSPECTION 'RECORD,. Retain .a copy with permit . INSPECTION NO. • • PERMIT NO. • CITY OF TUKWILA BUILD. TNG DIVISION rrfr 6300 Southcenter Blvd„ #100, Tukwila. WA 98188 . . (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projeprf .... 3 1 _k __ Typeginspectiou t /i• p 664 A—A L-0-."... . C .. Address: .. t? lii _..AXI I.0 a tar "...— Date Called: Special Instructions: • . _ -. Date Wanted: q 1.40 . ..- ....- i 0 a.m. ren. Requester: Phone No: 12.-e)61'- 55 ( - 0 .z_e _ ___ ApprOved'per applicable codes. ElCorrections required prior to approval. - COMMENTS: $<130$3 -t_eath. %-ca‘tAf- P el ECTION FEE REQ4JIRED. Priorjb next inspection. fee must be t 6300 Southcenter Blvd.. Suite 100. Call to scheilule reinspection. 6: ...WSW.: 1. 14-15•••• • ••• ••••• - • • • .=••■•••-•••- • f • ' ' ••• •re • rr • -rbikr*P- ..fl Vid • • • . INSPECTION NO. , . ,•- . t.. INSPECTION RECORD Retain. copy with permit PERMIT • CITY OF TUKWILA BUILDING DIVISION 6300Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-1670 Permit Inspection Request Line(206) 431-2451 • • Project 47 ,_. IA ........s ( et_ 4.(..• ejoitis.e,rTactii ype o nsr: V ' 6 t 6 A Adass: 1 1 .. 221 4,44dookkri--- Date Called: 1 SN-41e1 6 ce.h... 1 40 v .c4-4 sP _Nitt4.1S 1 ' Sa--- ...4,5 Special Instructions: . . . . . . Date Wanted: ..,, tei,co %ritre Requester: --... — • Phone No: 1,46, Approved per applicable codes. Corrections required prior to.approval.• COMMENTS: .+0_ c)403-43vw 1- e etArt lelc. r *a+ LI ' A &W.. ••••eS. 1 Gen ; ‘ 9..4„t OE) c•Ne ? .C. C..t ... At Zr.A.k 71.-tr-ler,014201-11-4.4"../ P.c. j//v.+ SN-41e1 6 ce.h... 1 40 v .c4-4 sP _Nitt4.1S 1 ' Sa--- ...4,5 rIt..lick f b erVAA A-R G.,..) No4...k-. ■ r:- 1, — k _ ... - . . --... — • . spector 'Date: I n-19-10 PECTION FEE RE UIRED. Prior to next inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .LJ INSPECTION RECORD Retain a copy with permi d — I (.2- INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 • (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: • 5j ctS+cA Type of Inspection: 7(0 'Finom,) Address: -x,� APE Date Called: 1 011. /' Specia Instructions: j Date Wanted: O 12-1 I( ( Requester: Phone No: Approved per applicable codes. 1Gorrections required prior to approval. COMMENTS: fiewdzd r 1 (inspector: Date: fof(ZfI( n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • • • • • INSP CTION,JRECO:RD 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.LFne•(206) 431 =2451 Project: jyj))��j��/J!L ( Type �J]rofjInspection: 1,51/4 j\ • Address:. J� 14 -P. E- Date Called: 11Stt1- d--�, Special Instructions: r oaa,� - Date Wanted: • ( il f i • p.m. Requester: . Phone No: • LJ Approved per applicable codes. l.' f MAP . EJ Corrections required prior to approval. . COMMENTS: • Via - Raid 1/,/ .' .5 bftfl 604-4- ,nit 40reeineiTfi Sited . y iiefl `` /1 ' , _ - y. N 'P-_' 40 _ A!- coiy fi bi i keii 4 ©,'les1-;& &acrfto - i's-f- rr - - ..- k4>4 L dI�Jn046;"? of. above- We S Inspector: ./- fr • • ❑ ri REINSPECTION FEEREQUIRED. Prior to next inspection, fee must be paict -t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. i, IDate:7 J • N. .- :0- r. r• . • . .. ••-1 •-'-. t ,.. • -r+! , e. . . ti • •• . - ... • -' 'l ic• 'a '� �vw�rsc�+�(r�g x rra�utro-rT -� ys A,,s� -r -1,Y • �.;: T� ":...... , INSPECTION NO. INSPECTION R CORD Retain a J .co w"il enl't Do ---1(p; PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project. Type of Inspection.: .S A A S' Pk) F,,4a- I Address: Date Called: 1',9---1 APE ,rj/ZS1ff Special Instructions: Date Wanted: a.m. 5 (2S/ fl P.m. Requester: Phone No: ❑ Approved per applicable codes. :tri5 5D VS P� Corrections required prior to approval. COMMENTS: - Med -6 I'ep(ate. ,idtc7,11,41 R pale.(. — ,- keati ( bidr aid (ess Y nik,us o n fix.- pi'ser. - Remotk� C6 5. - T {5k ,rerrir+ ,ece•l"vFd - F nitIrd - Need ?faro )er �wrtaies• Cvi-10c -4- TTAk0k Vi-re, r irk ❑ Approved per applicable codes. :tri5 5D VS P� Corrections required prior to approval. COMMENTS: - Med -6 I'ep(ate. ,idtc7,11,41 R pale.(. — ,- keati ( bidr aid (ess Y nik,us o n fix.- pi'ser. - Remotk� C6 5. - T {5k ,rerrir+ ,ece•l"vFd - F nitIrd - Need ?faro )er �wrtaies• Cvi-10c -4- TTAk0k Vi-re, r irk Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, t~eelmust'ice • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • 2 • • • • .1. • INSPECTION NO. • INSPECTION RECORD Retain a copy with permit DO- 0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: fhAsI A Type of Inspection: bFLD f P F — `i" g i)Pt in +cd(td fer (; f. sfa. a ras - _•. Address: l 7 ii PE Date Called: .;"�go t (' ("jot i✓I feSi`(4int . Cm-Firmed rio her, S.. Special Instructions: Date Wanted: 51.9,1-iii% • m. Requester: "red C . Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: — `i" g i)Pt in +cd(td fer (; f. sfa. a ras - _•. t iX fef-. llyi IS'# block'S - -were pot Arcd a+ -Fhe `TOO e(totot. 4-o ("jot i✓I feSi`(4int . Cm-Firmed rio her, S.. De- fo bt2C S4i 1 I - ,eeo( 1-474 rc + _ • )e -Fore et is 1 . . - 13y rass To s4n.ifed . Metd --1-P r►,o -er rai,, 4- ri41es if 1(J-idled . CordI'# - LUi t 1 _. 'TIikkwi(C\ -(t' .. Inspector: 56 Date: 51P1 . n REINSPECTION FEE REQUIRED. Prior to next inspection.fee nmustbe: •. • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectioii. • • 1,0 £FF INSPECTION NO. , ..... - !• irt1 ' %': C �. � Tr '.Yi INSPECTION RECORD Retain a copy with permit D10 - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: �1 a 1 S1 CN Type of Inspection: / bf LH l' ' '', Address: I77-7 P .P.L . Date Called: .:119/11 (11(!4 U -Fc r of 'tT) 000 Pi V & ila a.I.1-, - Z Special Instructions: Date Wanted: {': Di1I n'" Requester: ``�� � T � � C 011- L Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: - Cbrr4'a(i-Or r9i5 Jfrd r(rfla in ih . (;09in4 05;114 " 0,1,i 47, roao«x- )1?w -F V-e st-Vice I rn e ,furkl i le tA) -fee o-r- of c ;f (O" (11(!4 U -Fc r of 'tT) 000 Pi V & ila a.I.1-, - Z An i11' bl ,ks Ord- ro r mea Flo 1(04°5 _ 014- ft/ backfili1- - tit( (4 14 iritita(IPd oer_C14- de fails . 411 lieu tk _ - 01A 1 u dote I (40 . kl.e.ed )U''' oil 1 u J be o oe _ -C & Inspector: `75 Date: q9ofti n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • ..1 i y 4"5,6.3.-- Aret', -....�.. uar.-z� ..sxa•n.�. •. -- --•. • INSPECTION NO. NO. INSPECTION RECORD Retain a copy with permit D10- 16g_ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project (� U Ste. ` Type of Ing�ttion: / Pre_ t� Con Add 7 - F1 P� I Date Called 3 a8 I I O oC CI b3 ( a-f fer !a u Special Instructions: Date Wanted: 1 :nk. Requester: ePt ffori +'Im re • t vl-e caA-Frat fvr ai o s 1- -the_ new vau f+- et.►01 be n Phone No: JApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,hrrf!ad o r of` QD` e lbow cs ID" 1,0&-f?r sel°Grc.& (4 We Sion Goe4k . r too s Oa GO vrM rr UOL(Ue. on O oC CI b3 ( a-f fer !a u icKSld2 will coW1 o■ tee_ Space_ Consfra i4s w 4fAis oo hu 11i€ usLIve wi(I I t, lead be bore. 0-4 -fh. eets+- 'A 4-e<„ iv -e ex.'s-fin vAttj " and I' -{ e service (fAe � o(ii ffori +'Im re • t vl-e caA-Frat fvr ai o s 1- -the_ new vau f+- et.►01 be n -Plumb; n e -coii w ► oii -si4 WS- Fmk Inspector: D5 Date: 3128 it n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectidh. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -1)/0- /Co.a (206)431 -3670 Project: _ 1 Type of I pection: Address: I .?./ §94" Date Called: /.)- b5//0 Special Instructions: a,/ 3v ,�� Sty 1 . c� Date Wanted: I�1%/!� / /C.) (c.d. p.m. Request��r: ]� Phone No: As13. S-33', X /r)0 d❑ Approved per applicable codes. rof l.� 52 roc- Pad,, 64 � ElCorrections required prior to approval. COMMENTS: lL)(4- Y1 &'i94 -I-6 be corrl. -l-ret rj" all IiStiec nC) - On 4 ,10,1 - _ QIv1n . L Inspector: Date: '2 / ij / ro ❑ $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: I ;R • • -7-7 .. kysiAi• • • T. INSPECTION RECORD e'tain a copy with permit INSPECTION NO. PERMIT NO. !.• • CITY O T.U.KWILA. BUILDING DIVISION •• 6300 Southcenter Blvd., #100, Tukwila. WA 98f88 (2U6) 431 =3670 ...Permit Inspection Request Line (206) 431 -2451 Project: c(rA Type.of Inspection: • (� - Cb✓1dfl c,4 eoi Fre -con Lv■-fin on-s f-f-c. Address: Date Called: �th Sion W;(1 b . Af tlo1Weof Special Instructions: a IA m Date Wanted: j I ! 15 PO p.m: Requester: Derr I - d, Phone No: gO%- S51 — 02-BC Approved per applicable codes: Corrections• required prior to approval. .. COMMENTS: - Cb✓1dfl c,4 eoi Fre -con Lv■-fin on-s f-f-c. (PpS rnICerolt - ie v ealeof_ . ir.eliI Sian •4vr 4bt2_ Are. uoitA Id-. - �th Sion W;(1 b . Af tlo1Weof aSclf d, 'Inspector: a)5 'Date: II /cm) REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. - INSPECTION NO. INSPECTION RECORD Retain a copy with permit �c7 PERMIT NO. • CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ``����,, Type of Inspection: ii 11 "- Mek nil -•SC- Wif -+_ e0‹ Can S4- tac_-iun Address: M— :1 APE Date Called: 10(2-2-1 to 15i1 otDC Vii rAnr,k -ClTP Sy.Sf,e:/71 . Special Instructions: Date Wanted: .. 161 144 f d a.m.. p.m.' Requester: . Cr'i f- 1DWA S - Phone No: 2.0Cn .° SS 1 —O25 - ElApproved per applicable codes. Corrections required prior to approval. • COMMENTS: "- Mek nil -•SC- Wif -+_ e0‹ Can S4- tac_-iun A old -Arc_ ScIS+tern Con5a.1- 1-a/1-> • _ J C oei d u o1 Gl pro - c oil +o r -1't7 e 15i1 otDC Vii rAnr,k -ClTP Sy.Sf,e:/71 . le, ok (e /fSla/ i,wili_ iCO✓1C.fusion kie r1efs5artf AS M propenseat- 8I1 DDC-VA -_ix,_ (f -- r -r t.uoC� - 1� visido U444- o/i- -sife_ ( urrtn-% hiwi I0R . flie cs, +r, c r to 11 su i-1- G. re. vt Sion SOOn .. Inspector: Date: 10121 -r0 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be ••- paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ..rocabr , -, t els. h: —« re.m• a .:g,•.,•-.e x_ • .. .,4.al, ;_,rd INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: SA15 -VI Sprinklers: Y Tye of Inspection: Fit-- � -� ,,o�C /S r -i; de4L Address: 00)-2 Suite #: /A P t= Contact Person: 11 KA-14-Cie A r-T Special Instructions: Pre -Fire: Phone No.: pproved.per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Y Fire Alarm: 3-' Hood & Duct: Monitor: Pre -Fire: Permits: SP 7;vt4. _ ©k Ct I t 4-1 00 L- o fr a &(t..id . ' ciNAL-... E%L:.-.. . (14-ze-n;,) l Needs Shift Inspection: N Sprinklers: Y Fire Alarm: 3-' Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i/L cd., 5-- Date: 7/80/11 Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: I Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 2/0 /0- -(-0253 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 t. 206 - 575 - 4407 Project: nq 5i4 ` Type of Inspection: . Address: pc)7 Suite #: PI 6) E Contact Person: C fr %%- Occupancy Type: Special Instructions: Phone �! a 37 _ 3 LSD riApproved per applicable codes. 11 Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: 'C ►ot 7-e54 a('--- Occupancy Type: / V © A c_c -55 c r v e er v)04-k-- , N Pc c ..„-.5\. Se ej -c-A- y. 5. "),A 1- s 411-00.... C.ew . 5..k144-, 010 -ra avb- 575- /q39 14- I-N S p49 ' t o - . ' - - -- ; c ,3t? N o - - Co.,no l e . ._ to-ANN pAqszr too rt.k c j i 4u r 4J- ;Ai S (fie [Jry 00 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: l Date: . %a -/ // Hrs.: ( $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: ` Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 o, INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Duo PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: j 5� 101 Sprinklers: Type of Inspection: 4- r Address: taw Suite #: p p E Contact Person: Special Instructions: Phone No.: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Re_ 414 I zQVRces Q-4,r CoNt/er S 1 a to, i°t1) D H )-o 4%c-4r f cue n.. i fr cA Te-sA- - c5 K- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: gvN �tw` 50" Date: 6/6-ilk Hrs.: k $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • �r� Aor .. b:�l�'. s'�_�5 \•nr.r.'n'b r7rtM.W.:oTc�:'9�``/!: INSPECTION RECORD Retain a copy vidtkpermit fst INSPECTION NUMBER =, AO- it,.. PERMIT NUMBERS 7,-,;„ CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: ��� y�a Sprinklers: Fire Alarm: Type of Ir p ct n:1 / 7C. 4 (0J�Y Address: / 2 2.7 Suite ApE . 1,,J : / Z-/ 2 5 //d -- Contaq P rson pit • a 7v0e. Special Instructions: Occupancy Type: • Phone No.: . a proved per applicable codes. Corrections required prior to approval. COMMENTS: • ; Sprinklers: Fire Alarm: ` $klhle-161/ t e 4e- V. ; 6 e-- PC'") "Dit-e- J GcJQ ✓!c_. 1,,J : / Z-/ 2 5 //d -- Pre -Fire: Permits: - - . Occupancy Type: i,1, 4 41-4 !o- ,.,-pI i - T,4 %C 52 f'1/4.�' -e I — C� f, .44./e.../...- )6.14-Ai ' t �Ye ,L, G: AjJ 54/ ok. ,:.-. Am t- J o/P_c �JL/ o L Needs Shift Inspection: • Sprinklers: Fire Alarm: ` Hood & Duct: -Monitor: ' . Pre -Fire: Permits: - - . Occupancy Type: Inspector: _, tj „ l i 5-t . Date: / 21 - a { D 'Hrs.: ' . 0 • n $80.00 REINS 1 ECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 I T.F.D. Form F.P. 113 <S� INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /0 -5!23 if4 10-= /51 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: Sprinklers: Type of Inspection: (0,1„,-/frvieck, 4-.0 Address:) 27_ /469E. Suite #: Monitor: • Contact Person: 5 7,61 /rid/ + Special Instructions: .. . f e Phone No.: I4/4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: • Pre -Fire: Permits: Occupancy Type: G f;441 (Dge/i - O� / Z 256 ' o ' po,eik F-; v, a-�C Oki. / 2 'g / 0 ei.r9 1 l 2 /? Vt.," . - - -- `- eirfiys - c - • 2. • - -- -. • • Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: • Pre -Fire: Permits: Occupancy Type: Inspector: Fsititcy . . Date: i %4 hi; Hrs.: to - • n $80.00 REINSPECTION FEE 'REQUIRED. You will receive an • invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 . • INSPECTION NUMBER -1a--40,Vec,e • - Pe,a1...0atr.,,c17.1":4•4,Y.IX ' INSPECTION RECORD Retain a copy with permit . 9 /0 —F-- PIP- /hit • Int1a.••••.•13:01r • . PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: 67/A4 541‘ Date: i z../.rshe Type of Inspection: ee PI ,rx.e. Abtv-viA Address: i 7-1 '7 Suite #: 4PE Contact Perso Vbe / tit g - i Special Instructions: Occupancy Type: Phone No.: T-1 Approved per applicable codes. [' Corrections required prior to approval. COMMENTS: Date: i z../.rshe Sprinklers: Fire Alarm: Hood & Duct: ft;- ID Tco : poe,G,,,- tek4 + et-vkdi AGL1 S /sieed 16 Awe. 1:. Permits: 1 Occupancy Type: 4 _ . . - • . . 0•••.........•4......... .-..... -..,..,... ,... ..., ,.- .. ..,.,. ..._,_„,.....,....... l , ... , - i . mi '2/77 ho FA ilvylz-, -re4c1 m sJe ,,J A tee.. _ e,,v-ree t 6..5 %Ail/ s A9--,AA 066(46 . Mb i UAL' #49 41\1 , 4 461 — 1 ) 1 0 0 (c._ -- 1•12 %.+—b 0■1" 4. A ' (01 olL.. ;Ni• - nle LA) av 4 A Iry e . --.)1e-0 Pr; c,-( ID v gok ',ie et Fivp 4 /41/14,‘ 2 me_Lk) /;‘A-116( oAc,. _ 20--) N r P161._ 7 ? Needs Shift Inspection: Date: i z../.rshe Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: 1 Occupancy Type: Inspector: yj _ jrk4,, j,.,,fof Date: i z../.rshe .Hrsi: .r. 0 1 fl $80.00 REINSPECIMON FEE REQUIRED. You.will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 5 !G9!,•t s -LhY -..c '?:+52.'4'= }:L-0f »+�^ e+i�i`S•iT. Graf. . INSPECTION NUMBER INSPECTION: RECORD Retain a copy with permit fib' -/02 /0 --' - i 5 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 X06- 575 -4407 wV. Project: 41 ` t�l Type9.f Inspection: n t' r ,- e A Ids r hn FivNA X Address: i ZZ-1- Ag Suite #: Contact Person: _ A N 6 \-1 [ 1-e C . Special Instructions: ° Phone No.: - /h_05 do sac _B LCwaF-eli�+� �a14,itt,! hi.„-,10 •vil ekSig14 riApproved per applicable codes. Of1 Corrections required prior to approval. - COMMENTS: ....°' Fire Alarm: ; re A /d,. ,J x)11 ok., Monitor: Pre -Fire: Permits: _ Occupancy Type: - /h_05 do sac _B LCwaF-eli�+� �a14,itt,! hi.„-,10 •vil ekSig14 - Ake') i0 �c.�inwt,,L/ tom+/ 6u; /dt17 /aJ yowl /rieWakb?44 -14 '. � ,ce _ ,- - NI ee F ' it NVZ r0 WIA� d� v1 ,n v ►A C � i�,v o.. }- c m...a l� vo f [`� [.y 5 .pia' �` - ge5. ,i- �..(Q_<- re,rrec4- ,;c Ia orA. Cs� \Ct1a.�`dv5 t 4. �..� PA- Ce-C i-- tom. c 1 -c.10A ja o c.c. ikV iD 'TCO_ 1/ !Jew 604 , 4 NO L crt r P C 4 PA c e i Cep r lJ F f A 72 541 a a A C c t)r B cr- eltavIc.2 C Otw vs, a- `5'7 C- 4* e 17�\! Needs Shift Inspection: =w-- _ Sprinklers: / , _I °� Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: _ Occupancy Type: Inspector: -^ AA • Date: 17 1 zi 1 0 Hrs.: 3 n $80.00 REINS PECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection: Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 es • e a'h' n:4"a«r =' ' r'''P,.t • •,.. .97 ..",xy _.lascs'r .oil. INSPECTION NUMBER INSPECTIONrRECORD Retain a copy with permit 1 /O- 25 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT - 444 Andover Park East, Tukwila, Wa. ' 98188 . 206 - 575 -4407 Project:Q Sprinklers: Type of Insp _ ion: � 41 it. ,` '' .. % rr Address: i LZI- Suite #: A P CQrntakct cun P G Y Peroapn ;zicv .1.--_,. 'J� Special Instructions: P one No.: zCt ©sg27 Approved per applicable codes. COMMENTS: otVo nCorrections required prior to approval. 1 v thoin 4/4- �kne Iz'zz'� � 09145 Z35 �z z-z f tL e - -- IL lo ez36ps • r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & D uct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector / A, — 1/1fl 54 I Date: jZ —i 1 00 Hrs.: ? wJ Y- 1 1 $80.00 REIN S�- ECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Word /Inspection Record;Forrm.Doc 1/13/06 • T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 00/.0-, Z. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Project: 511 A544 A : Type of Inspection: Fire Alarm: Address: , t "40E Suite #: Contact Person: Ghr,. S Pre -Fire: Special Instructions: Phone No.: 2C3 - Zs a4.0Z_ 1Approved per applicable codes. Corrections required prior to approval. COMMENTS: alij), J ST6ll.1rjms oA.r...�,,c Needs Shift Inspection: Sprinklers: `s Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 'Inspector:• A-� *1s 3 Date: ./ihthip Hrs.: / $80.00 REIINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Information ..xTo Build On Engineering • Consulting • Testing December 22, 2010 Mr. Nick Heaton Shasta Beverage, Inc. 1227 Andover Parkway E. Tukwila, WA. 98188 Subject: Dear Mr. Heaton: Final Letter Special Inspection and Testing 0742380 Shasta Bever Bldg Permit D10 D10 -169 Tukwila, WA. In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed inspection services for the above referenced project. The special inspection provided on this project was: • Epoxy Anchor Bolt Installation/Torque Testing • Detention Vault • Soil Inspection • Reinforced Concrete • Hollow Core Plank • Grout Inspection • Structural SteelNisual Weld /H.S.Bolting • Roof Diaphragm • Ultrasonic (NDE) Testing (Fabrication Shop) • Concrete Expansion Anchors To the best of our knowledge, all work listed above that PSI was scheduled on -site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the FOR and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 589 -1804. Respectfully submitted, Professional Service Industries, Inc. Donald Miller Project Manager Cc: City of Tukwila (J. Dunaway) Professional Service Industries. Inc. • 10025 South Tacoma Way, / /H1 • Tacoma, WA 98499 • Phone 253/589 -1804 • Fax 253/589-2136 r, / r � r v F yy,rt �' r • r p' rr •' r' v f .r <' y,1K •.,r. f. l * l (�i,„ I • ��1' {tlI 1i li' Ir /Ir'r 1 rla �7 ri r��i�� . f ...li'.ki ?III. i�..,ir Ifll. -JI,Pu _- 'll��� @m }� I(rllY11 I I ( f - -�,� _.. 1. .. ::1 �iYllh , fl --,A� . ?.Y 61 F rk:o; ts- .4 r.} rs. r: til nn ■ 40.E GAF marairLS CORPORATION OWNER: EverGuard® DIAMOND PLEDGE" NDL ROOF GUARANTEE SHASTA BEVERAGES INC., TUKWILA, WA 98188 No. G2010- 00007030 NAME AND TYPE OF BUILDING- ADDRESS OF BUILDING. SHASTA BEVERAGES r Weather Pei -- Diamond PlcdQc. PERIOD OF COVERAGE- 20 YEARS 1227 ANDOVER PARK EAST, TUKWILA, WA 98188 SPECIFICATION: TMANI60 AREA OF ROOF 467•00 SQUARES APPLIED BY FRANKLIN ROOFING ENTERPRISES / PUYALLUP, WA DATE OF COMPLETION: 12/10/2010 GUARANTEE EXPIRATION DATE: 12/10/2030 THE GUARANTEE/SOLE AND EXCLUSIVE REMEDY GAF MATERIALS CORPORATION ("GAP) guarantees to you, the original owner of the building described above, that GAF will provide 'Edge To Edge protection by repairing leaks through the GAF roofing membrane, liquid applied membrane or coating, base flashing, high wall waterproofing flashing, insulation, expansion joint covers, prefiashed accessories and metal fleshings used by the contractor of record that meet SMACNA standards (the "GAF Roofing Materials') resulting from manufacturing defects, ordinary wear and tear or workmanship in applying the GAF Roofing Materials. There is no dollar limit on covered repairs. Leaks caused by any materials other than those listed above, such as the roof deck. non -GAF insulation, or any other materials used In the construction of the roof system, are not covered. GUARANTEE PERIOD This guarantee ends on the expiration date listed above. NOTE: Lexsuco° fleshings are covered by this guarantee only for the first ten years. OWNER'S RESPONSIBIUTIES Notification of Leaks In the event of a leak through the GAF Roofing Materials, you must make sure that GAF is notified directly about the leak, in writing, within 30 days by email (preferred) at guaranteeservices @gat.com, or in writing to Guarantee Services Department, 1361 Alps Road, Bldg. 11 -1, Wayne, New Jersey 07470, or GAF will have no responsibility for making repairs. NOTE: The roofing contractor is NOT an agent of GAF; notice to the roofing contractor is NOT notice to GAF. By notifying GAF, you authorize GAF to investigate the cause of the leak. If the investigation reveals that the leak is not covered by this guarantee, you agree to pay an investigation cost of $500. This guarantee will be cancelled if you fail to pay this cost within 30 days of receipt of an invoice for it. Preventative Maintenance and Repairs A. In order to maximize the trouble -free performance of your roof, you must perform regular inspections and maintenance and keep records of this work. B. To keep this guarantee in effect, you must repair any conditions in the building structure or roofing system that are not covered by this guarantee but that GAF concludes may be threatening the integrity of the GAF Roofing Materials (e.g.. porous walls allowing water entry Into the roofing system). C. You may make temporary repairs to minimize damage to the building or its contents in an emergency, at your sole expense. These repairs will not result in cancellation of the guarantee as long as they are reasonable and customary and do not result in permanent damage to the GAF Roofing Materials. D. Any equipment or material that impedes any Inspection or repair must be removed at your expense so that GAF can perform inspections or repairs EXCLUSIONS FROM COVERAGE (e.g., items that are not "ordinary wear and tear" or are beyond GAF's control) This guarantee does NOT cover conditions other than leaks. This guarantee also does not cover leaks caused by the following: 1. Inadequate roof maintenance, that is, the failure to follow the Scheduled Maintenance Checklists provided with this guarantee (extra copies available by calling Guarantee Services at 1.800- ROOF -411). 2. Unusual weather conditions or natural disasters including, but not limited to, windstorms, hail, floods, hurricanes, lightning, tornados, and earthquakes, unless specifically covered under this guarantee. 3. Damage to the roof constructed of the GAF Roofing Materials due to: (a) movement or cracking of the roof deck or building; (b) improper installation or failure of any non -GAF insulation or materials; (c) infiltration or condensation of moisture through or around the walls, copings, building structure or surrounding materials except where high wall GAF waterproofing fleshings are installed; (d) chemical attack on the membrane, including, but not limited to, exposure to grease or oil; or (e) the failure of wood nailers to remain attached to the structure. 4. Traffic of any nature on the roof unless using GAF walkways applied in accordance with GAFs Application and Specifications Manual. 5. Blisters in the GAF Roofing Materials that have not resulted in leaks. 6. Changes in the use of the building or any repairs, modifications or additions to the GAF Roofing Materials after the roof is completed, unless approved in writing by GAF. 7. Exposure to post - installation sustained temperatures in excess of 160 °F. 8. Any condition (e.g , base flashing height or lack of counterflashing) that is not in accordance with GAFa Application and Specifications Manual or any deviation or modification from any specification published in the Manual, unless specifically authorized by a GAF Contractor Services Manager or Director in writing. No representative, employee or agent of GAF has the authority to assume any additional liability or responsibility for GAF, except in writing signed by an authorized GAF Contractor Services Manager or Director. NOTE Any inspections made by GAF are limited to a surface inspection only, are for GAF's sole benefit, and do not constitute a waiver of any of the terms and conditions of this guarantee. TRANSFERABILITY You may transfer or assign this guarantee to a subsequent owner of this building for the remaining term only 11:1) the request is in writing to GAF at the address listed below within 60 days after ownership transfer; 2) you make any repairs to the GAF Roofing Materials or other roofing or building components that are identified by GAF after an inspection as necessary to preserve the integrity of the GAF Roofing Materials; and 3) you pay an assignment fee of $500. This guarantee is NOT otherwise transferable or assignable by contract or operation of law, either directly or indirectly. LIMITATION OF DAMAGES; MEDIATION; JURISDICTION; CHOICE OF LAW THIS GUARANTEE IS EXPRESSLY IN LIEU OF ANY OTHER GUARANTEES OR WARRANTIES, EXPRESS OR IMPLIED, INCLUDING ANY IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE, and of any other obligations or liability of GAF, whether any claim against it is based upon negligence, breach of warranty or any other theory. In NO event shall GAF be liable for any CONSEQUENTIAL OR INCIDENTAL DAMAGES of any Idnd, including, but not limited to interior or exterior damages and/or mold growth. The parties agree that, as a condition precedent to litigation, any controversy or claim relating to this Guarantee shall be first submitted to mediation before a mutually acceptable mediator. In the event that mediation is unsuccessful, the parties agree that neither one will commence or prosecute any lawsuit or proceeding other than before the appropriate state or federal court in the State of New Jersey. This Guarantee shall be govemed by the laws of the State of New Jersey, without regard to principles of conflicts of laws. Each party irrevocably consents to the jurisdiction and venue of the identified courts above. NOTE: This Guarantee becomes effective only when all bills for installation and supplies have been paid in full to the roofing contractor and materials suppliers, and the Guarantee charge has been paid to GAF Materials Corporation. This guarantee must have a raised seal to be valid. 02009 GAF Materials Corporation • 5/09 • COMTS700A GAF .aIFD161a CORPORFRON 1761 ALPS R0110, BUILDING 11.1 WAYNE 0707470 Authorised *nature lhfr5111Yt1 l /}I7.' "' '/fir l�';.11�,wt111r,1 �tt±� _s41 I rc. )I rt! / ; :;m( 1 '• ii; l if t• \! r ll:;tl r Yrt 12/1412010 DDe n. 1114\ lkow ul. 'It fI,(i .1 IF t fi�l r ill v rn m 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1'. ENV -SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address Shasta Beverage, Inc. 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 352.0 - 12420.0 X 100 = 2.8% Concrete/Masonry Option Date 6/21/2010 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. 1227 Andover Parkway East Check here if using semi- heated path and if project meets all requirements for semi - heated spaces as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced (2006 change). Only available in prescriptive path. For Building Department Use "� " .*t p i��•� ®PY Tukwila, WA 98188 Floors Over Unconditioned Space Applicant Name: Kathy Craft - Craft Architects Radiant Floors A licant Address:° pp 2505 Third Avenue, Suite 324, Seattle, WA 98121 Applicant Phone: 206 - 720 -7001 Overhead Glazing Pets 0+14. Project Description New Building Addition (3 Alteration ❑ Change of Use Compliance Option n Prescriptive [ Component Performance (See Decision Flowchart (over) for qualifications) L Seattle EnvStd Systems Analysis Space Heat Type 0 Electric resistance n All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 352.0 - 12420.0 X 100 = 2.8% Concrete/Masonry Option 0 yes O no Check here if using this option and if project meets all requirements for the Concrete /Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. U yes Semi- Heated Path O no Check here if using semi- heated path and if project meets all requirements for semi - heated spaces as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs Over Attic All Other Roofs R -11 Opaque Walls' Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Maximum U- factors Opaque Doors Vertical Glazing Overhead Glazing R -1 . 5 Maximum SHGC (or SC) Vertical /Overhead Glazing 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 /ftz•°F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10 -9 in the Code. Wall Description U- factor (including insulation R -value & position) REVIEWED FOR SEP 07 2011 BUILDING DIV1 DLO1Z ECEIVE JUN 2 2 2010 PERMIT CENTER , y 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (back) ;C;limate Zone 1 ENV -SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other: All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R -10 R -19 R -30 R -21 R -19 R -10 R -10 U -0.60 No] LYes Mass Wall Criteria OK? ;4—No (below)/ Yes • AG Mass Wall Insulation Req. Mass Wall U0.15 /R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 No es— Above Grade Wall R19 Z N7/ Yes w Electric Resistance Heat? Glazing Criteria Met? Glazing Area % 0 -30% 30-45% >45% No Vert OH UVaI UVaI SHGC 0.55 0.70 0.45 0.45 0.60 0.40 Not Allowed Yes Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 Wife of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Yes 1' All Insulation Installed? Wood Metal Below Grd Wall (ext) R -10 R -10 Below Grd Wall (oth) R -19 U -0.062 Roof Over Attic R -38 U -0.031 All Other Roof R -30 U -0.034 Raised Floor R -30 U -0.029 Slab -On -Grade R -10 R -10 Radiant Floor R -10 R -10 Opaque Door U -0.60 U -060 Yes AG Wall Rf9 wood, or N1&1062 mew Yes V - Mass Wall Criteria OK? (below) Yes— Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0 -30% 0.40 0.60 0.40 >30 Not Allowed Prescriptive Path Allowed Yes Component Performance, Systems Analysis, or EnvStd Required T Yes • AG Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC" Area (sf) HC x Area Totals Area weighted HC: divide total of (HC x area) by Total Area "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. t • ,.� 2006 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculati;ons, ;Climate Zonex1 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address Shasta Beverage, Inc. Date 6/22/2010 Space Heat Type 0 Electric resistance 0 All other For Building Department Use ,- p Glazing Area as % gross exterior wall area - 2.8% Prop. 45.0% Max.Target Concrete/Masonry Option 0 Yes O No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back OW, -_ RAC Building Component List components by assembly ID & page # Proposed UA _ U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Vertical Glazing U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: "`"REV'E ...� ��� ��� CODE COMPLIANCE A 12 an VFD C Lt' 0 7 MU J L 0.550 Glazing % Electric Resist. Other Heating 0 -30% 0.40 0:55 >30 -45% see note above 0.45 - Overhead Glazing Over Attics U= Plan ID: U= Plan ID: U= Plan ID: U= Plan City ��1 ���laA® ®I BU0352 I 0.700 Glazing % Electric Resist. Other Heating 0 -30% 0.6 0.7 >30 -45% see note above 0.6 • • . Oth.Roofs U= 0.670 Plan ID:AS -2 U= Plan ID: U= Plan ID: U= Plan ID: 0.670 - —" '" `'Rir a 0.700 352.0 246.4 0 m g O o U= 0.400 Plan ID A4.1 U= Plan ID: U= Plan ID: 0.400 480.0 192.0 0.600 480.0 288.0 Electric Resist. Other Heating 0160 0.60 n ` u > s C ° R =11.0 Plan ID A42 R= Plan ID: R= Plan ID: 0.091 0.036 Electric Resist. Other Heating 0:031 _ _ 0.036 Other Roofs R= Plan ID: R= Plan ID: R= Plan ID: 0.046 Electric Resist. Other Heating 0.034 0.046 Opaque Walls* R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: * *Note: sum of Target Areas here should equal 11940.0 Target Opaque Wall Area 11940.0 ** ** (see back) 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 oeww Grade lAin uc 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 rivvia vvei Uncond. Cn R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 .0.056 oiav -vl r grade Porlinnr R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: _ 0.540 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13 -1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals 12772 . 0 427 .8 Totals 12772.0 534 . 4 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. p to a. UpZ ECE9VE JUN 22 2010 P E R M I T CENTER 2006 Washington State Nonresidential Energy Code Compliance Form „ Climate Zone 1 j ENV -SHGC 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A cm N 5 ID: ID: ID: ID: ID: ID: 0.450 352.0 158.4 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' 352.0 158.4 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 wall 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 Wall Area Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls OG= OG= 352.0 VG= 11940.0 12420.0 5589.0 Roofs over Attics Other Roofs Walls X Max Glazing Area (Table 13 -1) 45.0% 100 Maximum Target Glazing Area 5589.0 Target OG Area in Roofs over Attics Target OG Area in Other Roofs II lesser 5589.0 Max OG Remaining 5589.0 Proposed Opaque Area Proposed Opaque Area 11940.0 + 352.0 II lesser 5589.0 Proposed OG Area y Target OG Areal' 352.0 Proposed VG Area 352.0 Target VG Area + — Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Note: OG = overhead glazing VG = vertical glazing Target VG Area Target Opaque Area Target Opaque Area 11940.0 For Target OG's, the lesser values are used both here and below. Target Areas OK 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. 2006 Washington State Nonresidential Energy Code Compliance Form Interior Lighting Summary LTG -INT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address Shasta Beverages, Inc. Date 6/21/2010 1227 Andover Parkway East For Building Department Use • E COP 1t . - Tukwila, WA 98188 Applicant Name: Kathy y Craft ApplicantAddress: 2505 Third Avenue, Suite 324, Seattle, WA 98120 Applicant Phone: 206 - 720 -7001 Project Description ❑ Plans Included requirements. ❑ New Building -' Addition ❑ Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option n Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor /room no.) Occupancy Description Allowed Watts per ft2 ** Area in ft 2 Allowed x Area 1st Floor Warehouse 0.50 42812.0 21406.0 (Provided per design /build electrical subcontractor) ��.00 c °o CODE ® iflpriw �r �/ IAN PLIANCE Imo ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 21406.0 Proposed Lighting Wattage Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 1st Floor Warehouse - T8 fluorescent - 6 lamps /fixture 88 /1p� I!®` -E 21120.0 (Provided per design /build electrical subcontractor) ��.00 c °o CODE ® iflpriw �r �/ IAN PLIANCE Imo S r u./ lij;J City of 7 k ,la UILDING nimifRI Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 21120.0 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T -8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts /Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts /Fixture blank. Duo %.I bi. RECEIVED JUN 22 2010 PERMIT CENTER 1 2006 Washington State Nonresidential Energy Code Compliance Form Interior Lighting Summary (back) LTG -INT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Prescriptive Spaces Occupancy: tot Warehouses, storage areas or aircraft storage hangers (` I Other Qualification Checklist Chklist Note: If occupancy type is "Other" and fixture Lighting Fixtures: o 7 Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. answer is checked, the number of fixtures it (Section 1. Fluorescent fixtures which are non - lensed with a) 1 or 2 two lamps, b) reflector the space is not limited by Code. Clearly 1521) or louvers, c) 5 -60 watt T -1, T -2, T -4, T -5, T -8 lamps, and d) hard -wired elec- indicate these spaces on plans. If not 1.2 tronic dimming ballasts. Screw -in compact fluorescent fixtures do not qualify. qualified, do LPA Calculations. Cafeterias, fast food establishments', restaurants /bars5 2. Metal Halide with a) reflector b) ceramic MH lamps <= 150w c) electronic ballasts Post office 1.1 3. LED lights. TABLE 15 -1 Unit Liahtina Power Allowance (LPA Use' LPA2 (W /sf) Use' LPAz(W /sf) Automotive facility 0.9 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches) 1.0 Convention center 1.2 Penitentiary and other Group 1 -3 Occupancies 1.0 Courthouse 1.2 Police and fire stations" 1.0 Cafeterias, fast food establishments', restaurants /bars5 1.3 Post office 1.1 Dormitory 1.0 Retai110, retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.5 Exercise center 1.0 School buildings (Group E Occupancy only), school classrooms, day care centers 1.2 Gymnasia, assembly spaces9 1.0 Theater, motion picture 1.2 Health care clinic 1.0 Theater, performing arts 1.6 Hospital, nursing homes, and other Group 1 -1 and 1 -2 Occupancies 1.2 Transportation 1.0 Hotel /motel 1.0 Warehouses'', storage areas 0.5 Hotel banquet/conference /exhibition hall3•4 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 0.2 Laundries 1.2 Libraries' 1.3 Plans Submitted for Common Areas Only' Manufacturing facility 1.3 Main floor building lobbies3 (except mall concourses) 1.2 Museum 1.1 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Footnotes for Table 15 -1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Reserved. 7) For conference rooms and offices less than 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.10 w/ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W /ft2. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three - quarter- height partitions (transparent or opaque). and lighting for free - standing display where the lighting moves with the display are exempt. An additional 1.5 w /ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. •4 - REVIEWED FOR CODE COMPLIANCE A PPRnvEr SEP 0 7 2010 � Tukwila Ci of BUILDING DIVI,SIf)AI A National Beverage Company 1227 Andover Park East PNT - 1: MAO MOORE #1522 °INNER BALANCE" RECEIVED AUG 10 2010 PERMIT CENTER SHASTA BEVERAGES INC. WAREHOUSE ADDITION h SIGN COLOR REtMG Ctsbx ORONO Shalt Rom ,f,2.109 Quit N, N.T.B. Btu Number. arch* tec t f 2505 3rd Ave, Suite 324, Seattle WA 98121 ph. (206) 720 -7001 fx. (206) 720 -2949 qr.1 �ll!l� r11-.11519 i � 1144401; l; t Lra.i. iliTht. -±,. -16t #, -1 ti t 44.141q414 1 1 , `rdf tt.i • 11 ratli t rl��,►111 A 1 11110111Milh 2'snaa9sbn55r age =w` a . . onaa1:1( :r: 1111 ", ;, �iill11.` lei; i''ItYrW(1i I 1 ,ttifi;t:r. Series Names & Model #'s Roll Formed Bench Signature Series Customized Benches Diamond Pattem Bench Without Back Perforated Bench Without Back Roll Formed Perforated Bench Wire Bench Armless Roll Formed Diamond Bench Roll Formed Benches specs SHASTA COLOR CHOICE: BROWN RF72D, RF96D RFP6, RFP8 RFNB4, RFNB5, RFNB6 RFNB4 -PERF, RFNB5 -PERF, RFNB6 -PERF RF72 -PERF, RF96 -PERF WB72 RFNA72D, RFNA96D Product maintenance Inspect all hardware and fasteners. regularly check that all nuts and bolts are:secure. Periodically examine for any signs of vandalism on any of your products thermoplastic surfaces.. If any thermoplastic surface is:`vandalized by spray paint. simple take a rag and a aerosol can of WD40'® and wipe the spray paint'off. If the thermoplastic surface has any cuts simple take an industrial ha`gun to the affected area. For regular cleaning use soap.arfd water. Thermoplastic Coating Our outdoor furniture is covered in a copolymer -based thermoplastic powder coating. Thermoplastic is environmentally safe, the coating will never fade, crack, peel, warp, or discolor for the life of the product. Thermoplastic has the best adhesion rate of any other process. This keeps the metal base free of any corrosion possibilities. Thermoplastic is applied at a thickness of 25 -30 mills. This allows maximum protection with the best possible surface. Thermoplastic can be easily repaired. Cuts are repaired by heating the affected area with an industrial heat gun. The thermoplastic will rebound itself. The properties of thermoplastic also make spray painting difficult for vandals. Simply wash product with a standard industrial cleaner. Specifications General All of the listed products above are protected with Thermoplastic coating. Predrilled holes for surface mounting. Cast iron legs. Signature series customized benches have four optional areas for text and graphics. 6' diamond /perforated bench - Weight: 265 lbs. 8' diamond /perforated bench - Weight: 300 lbs. 4' diamond bench no back - Weight: 140 lbs. 5' diamond bench no back - Weight 150 lbs. 6' diamond bench no back - Weight: 160 lbs. 6' armless bench - Weight: 250 lbs. 8' armless bench - Weight: 285 lbs. 4' perforated bench no back - Weight: 155 lbs. 5' perforated bench no back - Weight: 165 lbs. 6' perforated bench no back - Weight: 175 lbs. WB72 - Weight: 147 lbs. Check for any damaged or missing parts or if you have problems assembling your furniture / equipment please call our customer service center. RECEIVED AUG 10 2010 PERMIT CENTER Page 1 Diamond Pattern Bench Wlout Back Top view Front View I--2 5/8' y }. -1 i) i 112" i,314' F 11.5q �O'.afl Da Do : q ODoLDo hiJOD 00t Shasta bench H 518' 618 "� —� � •25/8' Roll Formed Bench( ,Diarnond, Bench( , Perforated, Signature Series) Top view E1 5/8' o n^rccom a4 0U 0 C ^"0 =02 Ott Au6 00 DLO LD3 "•,,011r:tnQ".10.aswd:.9 2'2' 1J �I n .._ .„,,,,,„„,,i,..„.:,;:..„.„:.:... 51 gi 12 518° Front View -� r'1 5/8' 2- 9118'r,���><:= rtCfy -, crC7F...r."i Available Styles Quantities (per bench) Seat Side view 1 --- 1' -8 314' - _ 1'-6 718' -4. it L93181 3" Side view 2-1 /8' ... 1'•8314" -- I.- 1'-8 5/8' 4 112' Seat Side view 1-- 2'-0' — -- -�1' -6 3/W 518' 40:1-3/4" I Side view 2-7' r 1' -3 314' 1' -81/8' 4 5/8' 2' -9 518' EivOD 1 S 112' r 5' PERMIT CENTER Hardware Hit 1 1111 111 Diamond Perforated Wire 1A - Machine Bolt - qty 6 18 - 5/16 "Washer - qty 6 1 C - 5/16° Nut - qty 6 2 - Cast Steel Bench Leg w/o Back - qty 2 3 - 11 Gage Steel Bench Seat w/o Back - qty 1 4 - Cast Steel Bench Leg with Back - qty 2 5 - 11 Gage Steel Bench Seat with Back - qty 1 a 5/16 "Machine head 5/16 "Washer © 5/16" Nut Page 2 318 East 8th Street 1 PO Box 91891 La Crosse, KS 67548 T: 888.846.26931 F: 866.436.7601 scale 1/2" = 1' Assembly Instructions Roll Formed Bench RF72D, RF96D Signature Series Customized Benches RFP -6, RFP -8 Diamond Pattern Bench W /out Back RFNB -4, RFNB -5 Roll Formed Perforated Bench RF72PERF Rolled Wire Bench WB72 Note: Work 1 one side at a time. Do not tightly secure bolts until product is fully assembled. Step 1: Check that all hardware, legs, and seats are accounted for. Total parts for the assembly of one bench with or with out a back equals two legs, one seat, six 5/16" machine bolts, six 5/16" washers, and six 5/16" nuts. (for all benches the washer is placed on the inside of the bench between the nut and the legs.) X6 x1 DDODDD °°DO DDNIIHDDo°DD 0001] Do a0 Oo :00[1000 14 Do a0 DDODDDooI00 DDoo0000DM1111000o 0000000000000000000000000000000 00000000000000 000000000000 00000 X2 000000000000.000000 0000000000000.000000 x1 Step 2A: Place Bench with back on'its back side and start by attaching the first leg at the top of the seat. With out tightening any of the bolts move to the seat bottom back bolt them the bottom front bolt. Repeat with other leg. Step 2B: Prop Bench with out back seat down and start by attaching the first leg at the middle of the seat. With out tightening any of the bolts move to the other two bolt. Repeat with other leg. (To prevent damage to your bench place a blanket underneath the bench.) o0OUap0�oo00oo0 11000011 000 0 D 0000000[1 04 00000°°0H _001 © IAonn0000000n0000nooa■<.I Step 3: After all bolts are in place flip bench on its feet. Then Tighten all of the bolts in the same progression that you started with. After all bolts are tightened enjoy your new bench. CEIVED uG 10 2010 OnDDa000 o aQappo DagooO ooa OODO1000d000001ODO0000f0lDoo nnnn00� oon00o00� IT CENTER 318 East 8th Street 1 PO Box #189 1 La Crosse, KS 67548 T: 888.846.2693 1 F: 866.436.7601 Page 4 TOP m ROOF � ) 70" VERTICAL STYLE ENVISOR FOOTPRINT UNIT OUTSIDE DIMENSION 70' VERTICAL STYLE ENVISOR ELEVATION OUTSIDE DIMENSION � CURB UNIT o� OUTSIDE DIMENSION • • 70" VERTICAL STYLE ENVISOR SECTION � � � NOTE: The Screen System shown corresponds to a typical construction of the Envisor 70" Vertical Style using Flat Panels. This drawing is intended to illustrate general dimensions of the Envisor System when installed on an average Roof Unit. Dimensions and specifications of the system can depending on the RTU's location to each other performance characteristics. PERMIT CENTER SALES PERSON En | APPRV.BY/DATE it,, CcityScapes '`^'''~''`''^' 4200 Lyman Court, Hilliard, Ohio *0000 Ph. (»/nSCREENS Fax (»»o) o«-4»1/ www.cityscapesinc.com / �� General Specifications li = W,' U K_ ^� THIS DRAWING / CITYSCAPES INTERNATIONAL, INC. FOR nmnpsmmwuUSE xxmvmowpmu�Tp�ww/wo nm NOT ruosncpnoouuen emm/rso' onma FABRICATED m ANY pAumoww/mumpsnwmomwFROM xxAurxon/zc�or�/osnnp THE ooupxwxswvmonmxnsamrcnsormmsM�nxor CITYSCAPES /wfE���^mL,INC. ,,,= : UNIT OUTSIDE DIMENSION 70' VERTICAL STYLE ENVISOR ELEVATION OUTSIDE DIMENSION � CURB UNIT o� OUTSIDE DIMENSION • • 70" VERTICAL STYLE ENVISOR SECTION � � � NOTE: The Screen System shown corresponds to a typical construction of the Envisor 70" Vertical Style using Flat Panels. This drawing is intended to illustrate general dimensions of the Envisor System when installed on an average Roof Unit. Dimensions and specifications of the system can depending on the RTU's location to each other performance characteristics. PERMIT CENTER SALES PERSON En | APPRV.BY/DATE PROJECT Envimorm7UVerUoa|Style CcityScapes '`^'''~''`''^' 4200 Lyman Court, Hilliard, Ohio *0000 Ph. (»/nSCREENS Fax (»»o) o«-4»1/ www.cityscapesinc.com DATE 4/18/03 |u^a7neva|Ow 9/13/04 General Specifications mRmw|wamv No. 100393S3.FH9 (70VERT091304.PDF) aoALs none cusw7 THIS DRAWING / CITYSCAPES INTERNATIONAL, INC. FOR nmnpsmmwuUSE xxmvmowpmu�Tp�ww/wo nm NOT ruosncpnoouuen emm/rso' onma FABRICATED m ANY pAumoww/mumpsnwmomwFROM xxAurxon/zc�or�/osnnp THE ooupxwxswvmonmxnsamrcnsormmsM�nxor CITYSCAPES /wfE���^mL,INC. • LA Landscape Architecture Site Planning Irrigation Memorandum To: Craft Architects Date: 8 -3 -2010 Attention: Kathy Craft Project: Shasta Regarding: Response to City Comments Project Number: 201003 From: William (Corky) Brown The following is a list of items that have been revised on the current Landscape Sheet L -1, dated 8 -3 -10 in response to the review comments by the City of Tukwila Planning Development, dated 7/7/2010. Response: 1. Landscape item 1: Viburnum davidii has been substituted for the originally specified 'Otto Luyken' laurel. 2. Landscape item 2: Spacing of Kinnikinnick and Beach Strawberry have been changed to 12 " o.c. 3. Landscape item 3: Llyod Enterprises,Inc Professional Grower's Blend Topsoil has been substituted for the originally specified Pacific Topsoil Winter mix. This topsoil blend has 20% compost. 4. Landscape item 4: Berberis thunbergii 'Aurea' has been substituted for the originally specified Spirea 'Magic Carpet'. 5. Landscape item 5: Original Irrigation plan included a Rain Bird rain sensor which is a automatic rain shutoff device. 6. Also noted 1: Notes have been added to the landscape note #11, to "loosen roots of potted plants" prior to planting. Notes were already on the landscape planting detail sheet L -3. 7. Also noted 2: Notes have been added to the landscape note #10. To have the "Landscape Architect present during planting" RECEIVED AUG 10 2010 PERMIT CENTER 16630 30th Drive S.E. Bothell, WA 98012 phone (425) 417 -4609 fax (425) 486 -1564 email corky_b @comcast.net Series 850 Double Check Valve Assemblies Size: 1/2" - 2" (15mm - 50mm) The FEBCO Series 850 Double Check Valve Assemblies are designed for non - health hazard applications. End Connections — NPT ANSI / ASME B1.20.1 Pressure — Temperature Max. Working Pressure: 175psi (12.1 bar) Hydrostatic Test Press: 350psi (24.1 bar) Temperature Range: 32 °F to 140 °F (0 °C to 60 °C) Materials Valve Body: Bronze Elastomers: Silicone Springs: Stainless Steel Models • Wye - Strainer Approvals — Standards • ANSI /AWWA Conformance (C510 -92) • Approved by the Foundation for Cross -Co Research at the University of Southern C SP® 1015 B64.5 T • ical Installation necti r�. Series 850 . Capacity P kPa psi 138 20 103 15 69 10 34 5 0 0 HEADLOSS (PSI) DEr3C COMPLIANCE APP nvED SEP 0 7 2010 r O9 a• a � ■�� 1 aa� �I�fi►Tl.� Flow —� r4.;: -81111140 .c.i ea' to Fixed Structure 1 Series 8501/2' - 2" (15 -50mm) Outdoor Installation la SIGN 12 5 0 x a s kPa psi 138 20 103 15 69 10 34 5 0 0 kPa 138 103 69 34 0 kPa 138 103 69 Psi 20 15 10 5 0 0 0 3 9 12 0 11 23 34 45 3/4' (20mm) 15 57 5 0 19 10 38 15 57 1" (25mm) 0 76 25 95 18 gpm 68 Ipm 30 gpm 114 Ipm psi 20 15 10 34 5 0 0 kPa psi 138 20 103 15 69 10 34 5 0 0 kPa 138 103 69 34 0 psi 20 15 10 5 0 0 10 0 30 40 50 0 38 76 114 152 190 11/4" (32mm) 60 gpm 227 Ipm 0 0 40 60 80 0 76 152 227 303 379 100 11/2" 120 gpm 454 Ipm 20 40 60 80 6 152 227 an 379 100 2" (50mm) 120 gpm 454 Ipm 30 60 90 1 0 0 114 227 341 454 570 150 80 gpm 681 Ipm Job Name Job Location Engineer Approval Contractor Approval Contractor's P.O. No Representative FEBCO product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise mea- surements, please contact FEBCO. FEBCO reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on FEBCO products previously or subse- quently sold. Series 850 / Size: 'h" - 2" (15mm - 50mm) Dimensions and Weights Size: 'h" - 2" (15 - 50mm) $ KOI in. �rW .S*ia i +'L moo, Z-y. r in. B mm EILIEM in. r^-^r 10 C mm S'` fi in. •'pie°"' ps " D mm -� ;:` in. ems• 7 yy'i`'V1 E mm lbs. T• kgs. mm in. A mm 1/2 15 10 254 11/2 38 11/2 38 31/2 79 114 32 4.2 1.9 3/4 20 103/4 273 11/2 38 11 38 31 79 114 32 4.4 2.0 1 25 121 318 17% 48 1%e 41 33% 86 11/2 38 6.8 3.1 114 32 157% 403 3 76 21/2 64 41/4 108 21/4 57 15.8 7.2 11 40 1631 416 3 76 21 64 4'/4 108 21 57 16.2 7.4 2 50 17% 450 3' 89 2'k 64 41/4 108 21/4 57 21.1 9.6 Note. Dimensions are nominal. Allowances must be made for normal manufacturing tolerances. ITEM DESCRIPTION MATERIALS 1 Body 1.2 Tailpiece 1.4 0 -Ring 2 Cover 2.2 0 -Ring 3 Seat 3.1 0 -Ring 4 Poppet 5 Seat Disc 5.1 Disc Retainer 5.2 Rnd HD Screw 6 Spring 7 Guide 8 Retainer Spacer 9 Ball Valve (w/tap) 9.1 Ball Valve 11 Test Cock 21 Hex HD Capscrew 60 Identification Plate 61 Drive Screw Stick Check Assembly Bronze Bronze Silicone Bronze Silicone Noryl® Silicone Noryle Silcone Noryla Stainless Steel Stainless Steel Noryl° Norylo Bronze Bronze Bronze Stainless Steel Brass Stainless Steel C "M9R001-2000 CETIFIED A Watts Water Technologies Company ES- F -850S 0651 USA: 4381 N. Brawley • Ste. 102 • Fresno, CA • 93722 • Tel. (559) 441 -5300 • Fax: (559) 441 -5301 • www.FEBCOonline.com Canada: 5435 North Service Rd. • Burlington, ONT. • L7L 5H7 • Tel. (905) 332 -4090 • Fax: (905) 332 -7068 • www.FEBCOonline.ca © 2009 FEBCO SNSUS SR® Water Meters METERING SYSTEMS Displacement Type Magnetic Drive Cold Water Meters 1 -1/2' (DN 40mm) and 2' (DN 50mm) Sizes Applications: Measurement of cold water where flow -is -in one direction; in residential, commercial and industrial setviceE� /ILIA /CI^, FOR Conformance To Standards: Sensus Sealed Re ^ ®INIrL�I91tl Meters comply with ANSI /AWW M A Standard C700, tats iJ Each meter is tested to insure compliance. APP (' vED Construction: Sensus SR Water Meters consist of hree basic components: maincase; measuring chamber; perm entty, heir metically- sealed register. Maincases are of bronze th either JJ rr O LU IU flanges or internally- threaded spuds. Measuring ch bers are of Rocksyne, a corrosion - resistant thermoplastic mate al. Bronze measuring chambers are available as an option. Specification Sealed Register: Permanently, hermetically seale magnetic drive design; with integral tamper -proof I Guaranteed for 25 years. The standard register incld reading, odometer -type totatization display; a 360° test circle with center sweep hand; and a low flow (leak) detector. Gears are self - lubricating, molded plastic for long life and minimum friction. The hermetic sealing of the register eliminates dirt and moisture, tam- pering, and lens fogging problems. No change gears are required for accuracy calibration. Encoded - type remote reading systems are available for all SR Water Meters. (See back of sheet for additional information.) Tamperproof Features: Removing the register to obtain free water is prevented by a locking device inside the meter. Removing the register requires a special tool that is available only to water utili ties. Magnetic Drive: The unique design of the direct magnetic drive is a positive, reliable, dependable drive coupling, proven in mil- lions of SR Water Meters. Operation: Water flows through the meter's strainer and into the measuring chamber where it operates the piston. The piston, which moves freely, oscillates around a central hub, guided by the rubber - coated division plate. A drive magnet, incorporated in the piston, rotates around the out- side of the hermetically sealed register well and magnetically drives the "follower" magnet sealed within the well. The "follower" magnet drives a crank connected to the register gear train, which translate the number of piston oscillations into volume totatization units displayed on the register face. Maintenance: Sensus Sealed Register Water Meters are engi- neered to provide long -term value and virtually maintenance -free operation because of their design simplicity and interchangeability of modules. Sensus SR Water Meters are easy to repair, even with- out removing the maincase from the installation. As an alternate to repair by the utility, Sensus offers various maintenance programs which provide factory reconditioning of the maincase and replace- ment of components at low fixed prices. Connections: Tailpieces /Companion Flanges for installing the meters on a variety of pipe and sizes are available as an option. For flanged meters, the use of a Smith -Blair Model 926 Flanged Coupling Adapter is recommended to facilitate the installation and any future removal of the meter from the line. PD -847 0►1 & (L co- f' 5 t' � 2o6- ”5. boo0 proveCi of 1 uktlrila 1 1/2 SR° NG Q r Gi°1° 1 \ I Oe w 2" SR° (DN 50mm) SERVICE -' M Measurement of cold water with flow in only one direction. NORMAL 1 1 -1/2' (DN 40mm) size: 5 to 100 gal /min. (1.1 to 23.0 m3h) ACCURACY 1 100 % :1.5 %of actual thruput LOW FLOW 1 1 -1/2' (DN 40mm) size: 95% at 1 -1/2 gal /min. (0.35 m3h) MAXIMUM 1 1 -1/2' (DN 40mm)3size: 11.4 psi at 100 gaVmin. MAXIMUM 1 150 psi (10.0 bar) MEASURING O Oscillating piston REGISTER S Straight reading, hermetically sealed, magnetic drive with low flow indicator. Remote reading unit optional. REGISTRATION 1 100,000,000 gallons, 100 gallon/sweep hand revolution 10,000,000 cubic feet 10 cubic feet/sweep hand revolution 100,000 m3 0.1 m3 /sweep hand revolution METER 1 1 -1/2' (DN 40mm) size: two bolt oval flanged spuds or 1 -1/2' MATERIALS M Maincase—Bronze Measuring chamber — Rocksyn— standard Bronze — optional Magnets — ceramic and Alnico Strainer--Thermoplastic Trim — Stainless Steel Casing bolts — Stainless Steel 0) Maximum rates listed are for intermittent flow only Maximum continuous flow rates as specified by AWWA are. 1 -1/2' (DN 40mm) size 50 gal /min (11 0 m3h) 2' (DN 50mm) size: 80 gal /min (18 0 m3h) Flanged spuds are standard for 1 -1/2' (DN 40mm) and 2' (DN 50mm) size meters and will be furnished unless otherwise specified Internal tapped pipe threads only are sup. plied for ISO meters Page 1 of 2 Sealed Register Retainer Nut Division Plate �K.. 000000 0000000OC.Cn Piston Control Roller Strainer 2" (DN 50mm) Dials Shown A Magnetic Coupling , 4 ,v Y' ul. -' {9 " g r � Dimensions and Net t - ic �, �.<� ._. :4-‘' �, 3., 1. �t��i� „ v Lr. `3'+" t a' 't s » Weights l W r Y 'n d�' � � tz *..... s.,, ,..0 yb,�.„ jt 'j' y�y' �" b i i'.�.- 'r'rt !r" cw 'i', k ` s? ° t F� ,r � E�:``�i� 'I;.��; �� �� x". � - s r e-... { 1� `r7 ry y, 1 �K Y�b t ,� tt rill , Bolt Number of Bolt Net Meter Size Connections A 8 C 0 Width Circle Bolts Size Weight0 Flanged 13 6 -7/8 2 -21/32 5/8 8 -3/4 4 2 5/8 26 lbs. 1 -1/2• (330mm) (175mm) (68mm) (16mm) (222mm) (102mm) (16mm) (12 kg) (DN 40mm) Screwed 12 -5/8 6-7/8 2 -21/32 N /AO 8 -3/4 N /AG N /A2 N /AG 23 lbs. (322mm) (175mm) (68mm) (222mm) (10.5 kg) Flanged 17 7 -17/32 2 -5/8 5/8 9 -11/16 4 -1/2 2 3/4 42 lbs. 2• (432mm) (192mm) (67mm) (16mm) (246mm) (115mm) (19mm) (19 kg) (DN 50mm) Screwed 15 -1/4 7 -17/32 2 -5/8 N /A® 9 -11/16 N /A® N /A® N /A® 37 tbs. (388mm) (192mm) (67mm) (246mm) (17 kg) O Rocksyri measuring chamber Meter is available with either flanged or screwed end connections Flanged end meter illustrated to show oval flange and bolt pattern. End connection threads: O 1 -1/2 (DN 40mm)- 1 -1/2 N.P T. Internal Threads or 1 -1/2 ISO R -7 International Threads, if specified t3 2' (DN 50mm) -2' N.P.T Internal Threads or 2 ISO R -7 International Threads, if specified. All Sensus AMR systems work with the same absolute encoder Electronic Communications Registers (ECR), enabling the utility to mix and match or easily move from one system to another without changing registers for each. The TouchRead Automated Meter Reading and Billing System — is a multipurpose encoder remote system suitable for indoor and /or outdoor use. The ECR Register uses a wired connection between the meter and an outside remote tor inside set meters —or a pitlid mounted module, enabling underground meters to be read automati- cally without opening the meter box or vault. All wired connections and terminals of the TouchRead PitLid (TR /PL) modules and registers are fully sealed at the factory using a special process to ensure protection from water infiltration. The connection terminals of ECR/WP registers are also factory sealed. Meters equipped for TouchRead System reading can be read with a visual reading device, stand alone AutoGun, and /or reading gun with an AutoRead HandHeld Device. For more information on TouchRead System equipment refer to bulletins AMR -TR, AMR-401, AMR -403, AMR -312 and EXSUMHH. PhonRead° AMR—is a reliable telephone based call -in system that does not require batteries for operation. It also does note require equipment to be installed at telephone company facilities. PhonRead seNsus T Meter Interface Units (MIU) automatically call 'in' to the utility office for transferring meter reading data from the meter site to a PC. PhonRead is a transparent AMR system that does not interfere with customers' telephone service. For more information refer to bulletins AMR -PR and AMR -302. RadioReade AMR —uses superior Direct Sequence Spread Spec- trum modulation to provide reliable, safe and virtually interference free radio -based transmission of reading data from underground or inside -set meters that are equipped with Meter Transceiver Units (MXU). A choice of meter reading options is available. A radio frequency hand -held device (RF -HHD) can be used by a meter reader on foot. The RF -HHD can also be used to collect readings from TouchRead equipped meters, or for manual meter reading entries. A more powerful Vehicle Transceiver Unit (VXU) can be used in any car or truck to read meters while on the move. (A dedicated meter reading vehicle is not required.) For more information refer to bulletins AMR -RR, AMR -301 and AMR -303, and AMR -401. MuitiRead° Port Expanders —can provide the capability to connect multiple ECR equipped meters to a single PhonRead MIU or RadioRead MXU to save the utility time and money for installations such as apartment complexes and shopping centers. Refer to bulletin AMR -305, AMR -306 and AMR -308. P.O. Box 487.450 N. Gallatin Avenue Uniontown, PA 15401 1- 800 - METER -IT • 1- 800 - 638 -3748 Fax: Direct to Factory Local: 724 - 439 -7729 • Toll Free: 1- 800 -888 -2403 www.sensus.com (select 'North America Water') Email: h2oinfo @sensus.com ti D SENSUS DISTRIBUTOR PD -847 Page 2 of 2 • SHUTLER CONSULTING ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHAS COVER SHEET NO OF C,MULATED BY STG DATE 8/17/10 CHECKED BY JH DATE 8/17/10 SCALE JOB NUMBER 10 -23 STRUCTURAL CALCULATIONS FOR: (REVISED LATERAL DESIGN) SHASTA BEVERAGES INC. WAREHOUSE ADDITION 1227 ANDOVER PARKWAY EA TUKWILA, WASHINGTON 9818 ARCHITECT: CRAFT ARCHITECTS 2505 THIRD AVENUE SUITE 324 SEATTLE, WA 98121 (206) 720 -7001 phone (206) 720 -2949 fax DESIGN CRITERIA: CODE. INTERNATIONAL BUILDING CODE, 2006 EDITION ROOF LIVE LOAD 25 PSF SNOW LOAD WIND LOAD 100 MPH ZONE EXPOSURE "B ", Iw =1.0 SEISMIC DESIGN INFORMATION: Ss = 138.9% Sds = 0.833 Si = 47.5% Sdi = 0.76 Cs= 0.167 R= 5.0 S2o =2.5 Ie = 1.0 SITE SOIL_CLASS = `B" SEISMIC- DESIGN CATEGORY = "D" FOUNDATION DESIGN PER GEOTECHNICAL REPORT # ES- 1581.01 DATED MAY 19, 2010, BY EARTH SOLUTIONS NW, LLC. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS. ALLOWABLE SOIL BEARING CAPACITY....2500 PSF - PASSIVE SOIL RESISTANCE ... 350 PCF ACTIVE SOIL PRESSURE ...35 PCF AT -REST EARTH PRESSURE . 50 PCF COEFFICIENT OF FRICTION 0.40 REVIEWED FOR CODE COMPLIANCE A PoROVED SEP 0 7 2010 City of Tukwila BUILDING DIVISION RECEIVE AUG 1 8 2010 REID MIDDLETON SHUTLER CONSULTING ENGINEERS, Inc. 12503 13c1 -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450 -4075 FAX (425) 450 -4076 STRUCTURAL CALCULATIONS FOR: SHASTA BEVERAGES INC. WAREHOUSE ADDITION 1227 ANDOVER PARKWAY EAST TUKWILA, WASHINGTON 98188 ARCHITECT: CRAFT ARCHITECTS 2505 THIRD AVENUE SUITE 324 SEATTLE, WA 98121 (206) 720 -7001 phone (206) 720 -2949 fax DESIGN CRITERIA: JOB SHASTA SHEET NO. COVER CALCULATED BY STG CHECKED BY JS SCALE JOB NUMBER 10 -23 • OF DATE 6/21/10 DATE 6/21/10 bloL2. CODE . INTERNATIONAL BUILDING CODE, 2006 EDITION ROOF LIVE LOAD . 25 PSF SNOW LOAD WIND LOAD . 100 MPH ZONE EXPOSURE "B ", Iw =1.0 SEISMIC DESIGN INFORMATION: Ss = 138.9% Sds = 0.926 S1 =47.5% Sdi = 0.483 Cs = 0.185 R = 5.0 Q0= 2.5 Ie = 1.0 SITE SOIL CLASS = "E" SEISMIC DESIGN CATEGORY = "D" FOUNDATION DESIGN PER GEOTECHNNICAL REPORT # ES- 1581.01 DATED MAY 19, 2010, BY EARTH SOLUTIONS NW, LLC. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS. ALLOWABLE SOIL BEARING CAPACITY....2500 PSF PASSIVE SOIL RESISTANCE 350 PCF ACTIVE SOIL PRESSURE . ���� RECEIVED AT -REST EARTH PRESSURE 5 , fCOEFFICIENT OF FRICTION n n 7 am JUN 2 2 2010 REID MIDDLET'.., PERMIT CENTER MEI AIM MEP' MS SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB .311GC' 10 -'--,-) SHEET NO. w 0 OF CALCULATED BY 9° DATE i9 /10 4d U,. SHUTLER CONSULTING ENGINEERS. INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 -- FAX (425) 450 -4076 JOB St\A`5Tet SHEET No. CALCULATED BY: DATE: C �1 C• OF Roofing Plywood Insulation Stiffener Sprinkler Purlin Ceiling Girder Misc.& Mech Total ROOF LIVE LOAD Stiffener design Stiffener 2.00-.... 1.10 0.00 0.00:; 0.00 0 00.; 1,10 Roof Dead Load Tabulation PSF PSF PSF PSF PSF PSF PSF PSF PSF 8.00 PSF i< 25 Purlin Girder Dead Load to resist uplift 2.30 PSF 2.30 PSF :::::;:'2.30 >:; :: PSF 1.50 PSF 1.50 PSF 150: PSF 2.00 PSF 2.00 PSF 1 50:_..:_;;; PSF 1.10 ' PSF 1.10 PSF 1 10 PSF 2 50 PSF 2.50 PSF 1 00 PSF 2.00 PSF 2.00 PSF 150 PSF • 1: 80.><> PSF 1.80 PSF - PSF 0:00 PSF 1.50 PSF - PSF 180 PSF PSF PSF 15.00 PSF 17.00 PSF 9.00 PSF PSF SNOW LOAD Nominal Span 10.00 Feet Design Span 9.63 Feet Spacing 24 inches on center Uniform Dead Load 16.00 PLF Uniform Live Load 50.00 PLF Uniform Total Load 66.00 PLF Reaction Moment Member size Width Depth A S Shear stress Bending stress Total Toad deflection 317.63 Lbs. 764.29 ft. -lbs. 2x6 1.50 5.50 8.25 7.56 20.80 52.25 1212.75 0.38 in. in. in. ^2 in. ^3 in. ^4 psi psi in. = => Uniform load, w Design Span Nominal Span span / 302 Based on E =I i600 ksi. Ear SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075. FAX (425) 450 -4076 JOB Shasta 10 -23 Q SHEET No. r OF CALCULATED BY STG DATE 5 -20 -10 SCALE WIND LOAD ON COMPONENTS AND CLADDING Wind Criteria: Occupancy Category, I, II, III or IV Hurricane prone region with V > 100 MPH, Y or N Wind importance factor, lW Basic Wind Speed 85 : MPH Exposure b _'...... Average roof height 28.00:;:;:;::: ft. Roof angle ;00<to`7`' Kn = 1.00`:..... A = 1.00 Pnet = A * Kzt * IW * Pnet30 Zone Area pnet3o (PSF) pnet (PSF) 1 10 5.30 -13.00 13.00 1 20 5.00 -12.70 12.70 1 50 4.50 -12.20 12.20 1 100 4.20 -11.90 11.90 2 10 5.30 -21.80 21.80 2 20 5.00 -19.50 19.50 2 50 4.50 -16.40 16.40 2 100 4.20 -14.10 14.10 3 10 5.30 -32.80 32.80 3 20 5.00 -27.20 27.20 3 50 4.50 -19.70 19.70 3 100 4.20 -14.10 14.10 4 10 13.00 -14.10 14.10 4 20 12.40 -13.50 13.50 4 50 11.60 -12.70 12.70 4 100 11.10 -12.20 12.20 4 500 9.70 -10.80 10.80 5 10 13.00 -17.40 17.40 5 20 12.40 -16.20 16.20 5 50 11.60 -14.70 14.70 5 100 11.10 -13.50 13.50 5 500 9.70 -10.80 10.80 BAR JOIST D. L. to resist uplift Spacing Span Tributary Area Wind Uplift Net Uplift Specify -� File:Wind Components ASCE 7- 05.xls, Modified 12 -7 -07 Hip. Roof (7° < 0 < 27 °) 9.00::„ PSF 10 :00 Ft. Ft. 400.00 Sq. Ft. 1410 ;::.PSF 5.10 PSF 7 00 PSF Gable Roof (0 5 7 °) n Interior Zones R S. Sac :. Y.Y,.l roof = 1 wall = 2 • Gable Roof (7° < 0 _< 45 °) End Zones frail - hew x: V..e•h.., 's• CornerZcnes roe;mye roof = 2 roof = 3 wail = 5 JOIST GIRDER D. L. to resist uplift Spacing (Trib. Width) Span Tributary Area Wind Up!ift Net Uplift Specify 10.00 PSF 40;00. Ft. 40:00. :. Ft. 1600.00 Sq. Ft. 1:4.10:::: PSF 4.10 PSF ...:;5..00:.:: PSF SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 _ 9- 1 4"r -v=lje it-7 ! -------T--- ---r— 4— 1 l-- ' I - IIIII I I I 1 _I, _.; I 1 „ I ; 1 1 )r-L ql ■,,4,-. ,../D 1 1 _i I -i-- i I T - I I Yvl -;11 LJJ1./ -4, 99 Rol A.)'')) /6•=1, ttli.111"6 _ t - -1----" 1--- 1 1 ■ , 1 -f i t 1 i I I 1 1 I ' 1 H 1_-y 21.-_ [PVC. ( ig IU ip 1)14) l-r. tliji ,IP° 1 1 I I i t- I I --11-- .11----' -- I I -I— 1 \\4 i i 4 Ii-' ■I ..I.-Ir -i 1 1 I 1 I 1 21 - I. X (., —4 A - -! t AI; I I S x I- -1 . 4 U) S -11A 1 "(2-) ----11 IS .‘ j MA) 1 - B Y,L9 -----r- 1-- "- -----?- i i --! - 1 rir I, JOB ID -I. ID SHEET NO. CALCULATED BY STI-A DATE OF SCALE • . -= siF t.ofo y, 1.)4 4,1 I , -e- le-, 1 r- 1-1 dri---- 2-,4, --!- '11-/ -I ■ I 1 C .1.) ) ----- I 4 . c,--i-61' ■7 1 4 °I) -61 - 7 C OR CI!: L Ir) , , -7-- --T- - 1 i - -1- . , 1 iJ I MEE MEI SHUTLER len .7 CONSULTING MEW NM ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB StA SHEET NO. t4 OF CALCULATED BY 6110 g /19 I i DATE SCALE , ; I ,I 1 - -,-- ; ----1 --- 1 t ' 1 i 1 \ I I T l -- . S.'''D -- i 1500 (1 1 d) 1= -- t`'11::,_- ! - % ibol- l(P/ 2-cd. j • ' - w -:. 1 ck q ) ---- 1.-lb `14' ft ,.. j_ 4_, - --1.- i . I i, i • - i -II . '. , AoD N■gof-p■I , i _ . . 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VsiC Nft.■ i ) w,t3tr-ir 12_ L.9; .. t_ 1;. -_ .).(,,, _ t;)t,4i; ) + ce,o`i.fc. 1.Z)1‘ ) . , .--f - • - :..16 "61/Pcr 39 (4 c,-4aqtt_ . t_ii' rst 1 cfr. 1‘,?./, ' 1 + , to,, .1%).....c-4 y9cc, ,i,,-• • i \Li i -1- .P *1)() • ; ! • 0-)Ifv- (\ Mari ME, MEE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB Sh t"C (Cc SHEET NO. / , CALCULATED BY DATE /O -l-1-j OF SCALE i1 ?sp ( -: V).c1d) _ ' I Vb'` 774 . D l ,. i Q' ;5c it S'; )c4 U) :4 eip��''/ FIi ( I i i ,spsl. e 1 ,'I 1 )(4d ) + 6`v "% (?1 3 CA5 1\1 SQ A Pct.— w % 7�4. MOM NW MEM SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB St s A '� to CALCULATED BY 5 t , DATE S' 7-1O 110 SCALE SHEET NO. OF Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 \teel Beam Design µLice #; KYIf-D60003 2Vig ; M f' Title : Dsgnr: Project Desc.: Project Notes : Description : Beam W1 Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination 406 IBC & ASCE 7 -05 Unbraced Lengths Job# -1 ?ranted: 28 MAY 2010, 7 56AM File: C:IDocuments and SettingslBen1My DOCUmenIsIENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010. Ver 6.103 cerise" w Span # 1, Defined Brace Spacing, First Brace at 7.0 ft and spaced at 10.0 ft D(6) S(10) D(6) S(10) Calculations per IBC 2006, CBC 2007, 13th AISC Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi D(6) S(10) Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D =6.0, S= 10.0 k 7.0 ft Point Load: D = 6.0, S = 10.0 k 17.0 ft Point Load: D = 6.0, S =10.0k an27.0ft Point Load: D = 6.0, S = 10.0 k 37.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Sp 24X9i" tt D(6) S(10) Service loads entered. Load Factors will be applied for calculations. 0.781:1 Maximum Shear Stress Ratio W24X94 Section used for this span 464.246 k -ft Vu : Applied 594.655 k -ft Vn /Omega : Allowable +D +S +H Load Combination 26.790ft Location of maximum on span Span # 1 Span # where maximum occurs 1.394 in 0.000 in 2.364 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Ratio = 404 Ratio = Ratio = Ratio = 238 <360 0 <238 �f¢Destgn =�OK4? 0.145: 1 W24X94 36.258 k 250.29 k +D +S +H 0.000 ft Span # 1 C -- z.‘Dt, A 11)C = I I Segment Length Span # M V Mmax + Overall MAXimum Envelope Dsgn. L = 6.82 ft 1 0.386 0.145 244.91 Dsgn. L = 10.11 ft 1 0.696 0.142 441.27 Dsgn. L = 9.87 ft 1 0.781 0.075 464.25 Dsgn. L = 10.11 ft 1 0.733 0.061 464.25 Dsgn. L = 10.11 ft 1 0.503 0.129 318.62 +D Dsgn. L = 6.82 ft 1 0.158 0.060 99.91 Dsgn. L = 10.11 ft 1 0.285 0.057 180.47 Dsgn. L = 9.87 ft 1 0.320 0.030 190.05 Dsgn. L = 10.11 ft 1 0.300 0.026 190.05 Dsgn. L = 10.11 It 1 0.206 0.054 130.47 �D +S+H :Dsgn. L = 6.82 ft 1 0.386 0.145 244.91 Dsgn. L = 10.11 ft 1 0.696 0.142 441.27 Dsgn. L = 9.87 ft 1 0.781 0.075 464.25 Dsgn. L = 10.11 ft 1 0.733 0.061 464.25 Dsgn. L = 10.11 ft 1 0.503 0.129 318.62 +0.60D+0.70E+H Dsgn. L = 6.82 ft 1 0.095 0.036 59.95 Dsgn. L = 10.11 ft 1 0.171 0.034 108.28 Dsgn. L = 9.87 ft 1 0.192 0.018 114.03 Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 244.91 441.27 318.62 99.91 180.47 130.47 244.91 441.27 318.62 59.95 108.28 244.91 1,058.33 441.27 1,058.33 464.25 993.07 464.25 1,058.33 318.62 1,058.33 99.91 1,058.33 180.47 1,058.33 190.05 _ 991.12 190.05 1,058.33 130.47 1,058.33 244.91 441.27 464.25 464.25 318.62 59.95 108.28 114.03 1,058.33 1,058.33 993.07 1,058.33 1,058.33 1,058.33 1,058.33 991.12 633.73 633.73 594.66 633.73 633.73 633.73 633.73 593.49 633.73 633.73 633.73 633.73 594.66 633.73 633.73 633.73 633.73 593.49 1.70 1.00 1.22 1.00 1.02 1.00 1.13 1.00 1.63 1.00 1.70 1.00 1.21 1.00 1.02 1.00 1.13 1.00 1.62 1.00 1.70 1.00 1.22 1.00 1.02 1.00 1.13 1.00 1.63 1.00 1.70 1.00 1.21 1.00 1.02 1.00 36.26 35.62 18.66 15.22 32.17 14.98 14.34 7.39 6.50 13.45 36.26 35.62 18.66 15.22 32.17 8.99 8.60 4.43 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Steel Beam Design Title : Dsgnr: Project Desc.: Project Notes : Description : Beam W1 Load Combination Max Stress Ratios Segment Length Span # 1 M Summary of Shear Values 9 9 P V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.11 ft 1 Dsgn. L= 10.11 ft 0.180 0.016 114.03 78.28 114.03 1,058.33 633.73 1.13 1.00 3.90 375.44 250.29 0.124 0.032 78.28 78.28 1,058.33 633.73 1.62 1.00 8.07 375.44 250.29 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '= Defl Job # Printed : 26 MAY 2010, 7 564 File: C:IDocuments and Settings\Ben\My Documents IENERCALC Data Fileslshasta 10- 23.ec6 D ENERCALC, INC 1983 -2010, Ver: 6.103 Summary of Moment Values Location in Span Load Combination D +S 1 2.3642 23.500 Max. "+" Dell Location in Span 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 14.982 13.450 S Only 21.277 18.723 D +S 36.258 32.173 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Jteel Beam Design Title : Dsgnr: Project Desc.: Project Notes : Job # ■ Printed: 26 MAY 2J14 8'024,1 File: C:1Documents and SettingslBen\My DOCUmenis\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.03 ta ht- =WI Description : Beam W1 w /8" sprinkler line Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ?006 IBC & ASCE 7 -05 Unbraced Lengths Span # 1, Defined Brace Spacing, First Brace at 7.0 ft and spaced at 10.0 ft D(6) S(10) D(6) S(10) D(6) S(10) D(0.022) 1 Calculations per IBC 2006, CBC 2007, 13th AISC Fy : Steel Yield : E: Modulus : Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 6.0, S =10.0k a[77.0ft Point Load : D = 6.0, S = 10.0 k a 17.0 ft Point Load: D = 6.0, S = 10.0 k 27.0 ft Point Load: D = 6.0, S = 10.0 k 0, 37.0 ft Uniform Load : D = 0.0220 k /ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.791: 1 . Section used for this span W24X94 Mu : Applied 470.201 k -ft Mn / Omega : Allowable 594.071 k -ft Load Combination +D +S +H Location of maximum on span 26.790ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection sPR21 40 ft 50.0 ksi 29,000.0 ksi D(6) S(10) Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.394 in Ratio = 0.000 in Ratio = 2.395 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V lvimax + Overall MAXimum Envelope Dsgn. L= 6.82ft Dsgn. L = 10.11 ft Dsgn. L = 9.87ft Dsgn. L = 10.11 ft Dsgn. L = 10.11 ft +D Dsgn. L = 6.82 ft Dsgn.L= 1_0.11 ft Dsgn. L = 9.87ft Dsgn. L = 10.11 ft Dsgn. L = 10.11 ft Dsgn. L = 6.82ft Dsgn. L = 10.11 ft Dsgn, L = 9.87 ft Dsgn. L = 10.11 ft Dsgn. L = 10.11 ft +0.60D+0.70E +H Dsgn. L = 6.82ft Dsgn. L = 10.11 ft 404 0 <360 235 0 <235 0.391 0.705 0.791 0.742 0.509 0.162 0.294 0.331 0.309 0.212 0.391 0.705 0.791 0.742 0.509 0.147 0.144 0.075 0.062 0.131 0.062 0.059 0.030 0.027 0.056 0.147 0.144 0.075 0.062 0.131 247.92 446.87 470.20 470.20 322.72 102.92 186.07 196.00 196.00 134.57 247.92 446.87 470.20 470.20 322.72 Summary of Moment Values Design.! 0.147 1 W24X94 36.775 k 250.29 k +D +S +H 0.000 0 Span # 1 CIA -- 2 " 5 - (" 5 I 4 .... - Summary of Shear Values Mmax - Ma - Max Mnx Mnx /Omega Cb Rm Va Max Vnx Vnx /Omega 247.92 446.87 322.72 102.92 186.07 134.57 247.92 446.87 322.72 1 0.097 0.037 61.75 1 0.176 0.035 111.64 61.75 247.92 446.87 470.20 470.20 322.72 102.92 186.07 196.00 196.00 134.57 247.92 446.87 470.20 470.20 322.72 1,058.33 1,058.33 992.10 1,058.33 1,058.33 1,058.33 1,058.33 990.15 1,058.33 1,058.33 1,058.33 1,058.33 992.10 1,058.33 1,058.33 633.73 633.73 594.07 633.73 633.73 633.73 633.73 592.90 633.73 633.73 633.73 633.73 594.07 633.73 633.73 1.70 1.00 1.22 1.00 1.02 1.00 1.13 1.00 1.63 1.00 1.69 1.00 1.21 _ 1.00 1.02 1.00 1.13 1.00 1.62 1.00 1.70 1.00 1.22 1.00 1.02 1.00 1.13 1.00 1.63 1.00 61.75 1,058.33 633.73 1.69 1.00 111.64 1,058.33 633.73 1.21 1.00 36.78 35.98 18.81 15.52 32.69 15.50 14.71 7.53 6.79 13.97 36.78 35.98 18.81 15.52 32.69 375.44 375.44 375.44 375.44 375.44 375.44 375.44 375,44 375.44 375.44 375.44 375.44 375.44 375.44 375.44 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 250.29 9.30 375.44 250.29 8.82 375.44 250.29 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 steel Beam Design �T Description : Load Combination Segment Length Title : Dsgnr: Project Desc.: Project Notes : Job # b Printed: 25 MAY 2C16, 6:02t,M File: C:IDocuments and SettingslBen\My Documents\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.03 i*r 114 Beam W1 w/ 8" sprinkler line Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Mmax + Mmax - Ma - Max Mnx Minx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 9.87 ft 1 0.198 0.018 117.60 111.64 117.60 990.15 592.90 1.02 1.00 4.52 375.44 250.29 Dsgn. L = 10.11 ft 1 0.186 0.016 117.60 80.74 117.60 1,058.33 633.73 1.13 1.00 4.08 375.44 250.29 Dsgn. L= 10.11 ft 1 0.127 0.033 80.74 80.74 1,058.33 633.73 1.62 1.00 8.38 375.44 250.29 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination D +S 1 2.3952 23.500 Max. " +" Defl Location in Span 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 15.499 13.967 S Only 21,277 18.723 D +S 36.775 32.690 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 steel Beam Design Title : Dsgnr: Project Desc.: Project Notes : Job # ' t 1 Printed. 20 MAY 2010, 8 51AM File: C:IDocuments and Settings\Ben\My Documents\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC 19832010, Ver. 6.103 "r1 R Description : Beam W2 Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam bracing is defined Beam -by -Beam Bending Axis : Major Axis Bending Load Combination ?006 IBC & ASCE 7 -05 Unbraced Lengths Span # 1, Defined Brace Spacing, First Brace at 10.0 ft and spaced at 10.0 ft Calculations per IBC 2006, CBC 2007, 13th AISC Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load: D = 6.0, S = 10.0 k 10.0 ft Point Load: D = 6.0, S = 10.0 k 0, 20.0 ft Point Load: D = 4.80, S = 8.0 k 30.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.826: 1 Section used for this span W24X62 Mu : Applied 265.819 k -ft - Mn / Omega : Allowable 321.919 k -ft Load Combination +D +S +H Location of maximum on span 19.980ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.797 in Ratio = 542 0.000 in Ratio = 0 <360 1.327 in Ratio = 325 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Overall MAXimum Envelope Dsgn. L = 9.90 ft Dsgn. L = 10.08 ft Dsgn. L = 9.90 ft Dsgn. L= 6.12 ft +D Dsgn. L = 9.90 ft Dsgn. L = 10.08 ft Dsgn. L = 9.90 ft Dsgn. L = 6.12 ft +D +S+H Dsgn. L = 9.90 ft Dsgn. L = 10.08 ft Dsgn. L = 9.90 ft Osgn. L = 6.12 ft .r.60D+0.70E+H Dsgn. L = 9.90 ft Dsgn. L = 10.08 ft Dsgn. L = 9.90ft Dsgn. L = 6.12 ft 0.123 : 1 W24X62 25.115 k 203.82 k +D +S +H 36.000 ft Span # 1 c A -1- X21 - v.1°1.� I/^ 11 Summary of Moment Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Summary of Shear Values 0.560 0.108 213.92 213.92 637.50 381.74 1.68 1.00 21.92 305.73 0.826 0.105 265.82 213.92 265.82 537.61 321.92 1.08 1.00 21.30 305.73 0.735 0.059 265.82 151.01 265.82 603.63 361.45 1.20 1.00 11.94 305.73 0.396 0.123 151.01 151.01 637.50 381.74 1.63 1.00 25.12 305.73 0.223 0.044 85.22 85.22 637.50 381.74 1.67 1.00 8.92 305.73 0.330 0.041 105.88 85.22 105.88 535.61 320.73 1.08 1.00 8.30 305.73 0.294 0.024 105.88 60.17 105.88 601.62 360.25 1.20 1.00 4.94 305.73 0.158 0.050 60.17 60.17 637.50 381.74 1.63 1.00 10.12 305.73 203.82 203.82 203.82 203.82 203.82 203.82 203.82 203.82 0.560 0.108 213.92 213.92 637.50 381.74 1.68 1.00 21.92 305.73 203.82 0.826 0.105 265.82 213.92 265.82 537.61 321.92 1.08 1.00 21.30 305.73 203.82 0.735 0.059 265.82 151.01 265.82 603.63 361.45 1.20 1.00 11.94 305.73 203.82 0.396 0.123 151.01 151.01 637.50 381.74 1.63 1.00 25.12 305.73 203.82 0.134 0.026 51.13 51.13 637.50 381.74 1.67 1.00 5.35 305.73 203.82 0.198 0.024 63.53 51.13 63.53 535.61 320.73 1.08 1.00 4.98 305.73 203.82 0.176 0.015 63.53 36.10 63.53 601.62 360.25 1.20 1.00 2.96 305.73 203.82 0.095 0.030 36.10 36.10 637.50 381.74 1.63 1.00 6.07 305.73 203.82 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Design Title : Dsgnr: Project Desc.: Project Notes : Job # ■1_. Printed: 26 t iAY 2010, 8-51AA1 File: C:IDocuments and SettingslBenlMy Documents\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.03 CO i� o Description : Beam W2 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "Defl Location in Span Load Combination D +S 1 1.3269 18.180 Vertical Reactions - Unfactored Load Combination Support 1 D Only S Only D +S 8.915 13.000 21.915 Support notation : Far left is #1 Support 2 10.115 15.000 25.115 Max. ' +' Defl Location in Span 0.0000 Values in KIPS 0.000 Simpson Strong -Bolts - seismic values in cracked concrete panel (Simpson Anchor Designer - version 4.2.0.1) LRFD Values -- f'c = 4,000 psi Panel Diameter Embedment Edae Distant Thickness (do) (12d0) 51/2 1/2 31/2 6.0 5/8 33/8 7.5 61/4 1/2 04 6.0 5/8 37/8 7.5 3/4 NA 71/4 '/z 5 6.0 548 45/8 7.5 3/4 41 /2 9.0 1 NA 9� /a Panel Thickness 51/2 6'/4 71/4 1/2 5/8 3/ a 1 Diameter (do) 5 6.0 61/8 7.5 61/4 9.0 51/2 12.0 phi -Nn phi -Vn Steel Conc. /Bond 10,125 1,816 15,656 2,390 10,125 1,846 15,656 2,882 10,125 15,656 22,181 10,125 15,656 22,181 27,611 1,846 3,266 3,220 1,846 3,563 5,010 4,118 Steel Conc /Bond Towards Away 4,264 1,724 3,448 5,447 2,026 4,052 4,264 1,985 3,970 5,695 2,380 4,760 4,264 2,077 4,154 6,067 2,878 5,756 9,524 3,288 6,576 4,264 2,196 4,392 6,809 3,261 6,522 10,726 4,431 8,862 9,763 5,536 11,072 ASD Values -- f'c = 4.000 psi Embedment Edge Distance (12d0) 1/2 31/2 6.0 33/8 7.5 5/8 1/2 41/4 5/8 37/8 3/4 NA 1/2 5/8 3/4 1 6.0 7.5 5 6.0 45/8 7.5 41 /z 9.0 NA 91/4 1/2 5 6.0 5/8 61/8 7.5 3/4 61/4 9.0 1 51/2 12.0 Tension - Shear Steel Conc. /Bond 6,750 1,211 10,437 1,593 6,750 1,231 10,437 11,921 6750 10,437 14,787 6,750 10,437 14,787 18,407 1,231 2,177 2,147 1,231 2,375 3,340 2,745 Steel 2,843 3,631 2,843 3,797 2,843 4,045 6,349 2,843 4,539 7,151 6,509 Conc. /Bond Towards Away 1,149 2,299 1,351 2,701 1,323 1,385 1,9191) 2,192 1,464 2,174 2,954 3,691 2,647 3,173 2,769 3,837 4,384 2,928 4,348 5,908 7,381 Notes-- These values are based on the Simpson Anchor Designer program for a single anchor. Other conditions shall be investigated independently. ASD values are based on dividing the LRFD capacity by 1.50. Ibs bs Ibs Ibs Ibs bs Ibs Ibs ABM AEI ESSIFVESI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB S SHEET NO. OF CALCULATED BY DATE LC) I ft/io SCALE • LbL- .; _ _ • I 1: I , . .?J■Sv.0+Ea.k.1..tA2.0 . 1 ::iV..e..?.7i • b\ /4' LkNi_._ 'eiebi..e-0 :ID-1 /v. _i - 1- T•• • • ! :- i i ... .. I . ..i. .. 1. . , . , ; 1, _51 4■Pepl.l _.;$-V;',gA-loikA 4 ImALt_.1-___166.1 1 !-- ;;; ; ! ! _. . _i__. . __..._ ' -IT ----- 0 1 51_, --...-.,! 0; ; ! i i .!. ! i ! Il i I 1 ! ! 1 .5---VAC--14--"1..._.;. :1....-t--. F. 1, - 1 : 4, r - 1 t r I ; ; I , ; -1 ! . 1 • • •-\\•.%)• - • oky-11( —i- ; \ ',,a • • " ' - • - - I- -I ; . 1 ...i. ! ?AQ --0?..6c, , Ot.:1 _ - i2A` r-c7 •?-44? -• 1 ' I R1644.0-0' Pt ; • ; • - 1-- 2: AA lkIK l4c) Ybo ' I • .2-11V \76?•4 . .... 1_ • .. .• . ic)H • IhE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB a SHEET NO. lb-2'� CALCULATED BY c» `•9 DATE OF SCALE i ;itom; L 1`L I 41q =,rt i !(1 '-P A•C)3 i t (v 4 p,v /-) -- (i) b /r-c ( f (N i1�e' ►wA Qs v'r1 ; t-rt I v oft t mod t,0 ; ►� ,, ShiAl'5v"-)j :7 - 6 ! .1' "; 2104k ,IkLL 4) 104-) ' I I L \ SvN) 14,c w / I o 4 Co urJ . 0111111 SHUTLER Magi CONSULTING ENGINEERS, IMF TEM ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005. (425) 450-4075 FAX (425) 450-4076 uf\-L4_. cutv.i , - --i- • , i - -1 I : I • , 2: _1 _ i_. (y.' 1' •._.„1...•__•.•_. [ i c_)-(-1t3i2._v --:: li , . '• . 1.-- '-' "4' i - .-: - — .i 1 , , -•---,- -- - - , -,- - - . e_:_. , , ! ' '.4 `-) ..-1 -,..' ei,i , e...---,. ,, • ,, ... : . 1 i i------•' i • I .:A-- ' : . i JOB 1-Vf.1-)A ° SHEET NO. CALCULATED BY DATE LP ( ka I 0 OF SCALE • • • • cee-Dv c ut)(1 u ;ei.34:" .1 • ! I . . • 76711=-1 - • ; _ I-4__ 7 es,, / ka9 Nt,!)/ A -- .<\ '•(.9 ‘ii/1/) . ' 'Y1-- .-- • c.& ( 4 4-ti.) :: i 3 z,. • 6 ., .. , II 1_ . J.. ' ' .. I ki LA_ ,, I , izi-zi 4' I 1. i 1 I 1' ViLL, : •._. : .._ " - - • D A.-V0 14- (i) - - -A -: - f - • — --V.: . ,... 2 c_. i tz_ -......"1 Lo ; : ••, -1- - , -,- • t't --- cCd.- „ ...., ........ A) ..:>1 ) 11 . ...1.... 1 ' . . . . 1 t-d,filj --- ! • -1 Aiii Y..__i„.., 01-C- •,), -RD -01,.cvl .1. ; ...._ .: 0.91e7 ( Wipz_3 -7; IL :>1- r- - - • I i I Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 steel Column 419;4' #:aaKW p6o.00346 Title : Dsgnr: Project Desc.: Project Notes : Job# f/ Printed: 16 JUN 2010, 9'09Ab1 File: C:IDocuments and Setlings\Ben\My Documenls\ENERCALC Data Fileslshasla 10- 23.ec6 ENERCALC, INC. 1983.2010. Ver 6.103 caner ° . ° 'F Description : ledger angle General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads L6X6X3/4 2006 IBC & ASCE 7 -05 36.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 114.80 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 4.0 ft, E = 39.50 k BENDING LOADS... Lat. Point Load at 2.0 ft creating Mx -x, D = 3.0, S = 5.0 k Lat. Point Load at 2.0 ft creating My -y, E = 9.620 k DESIGN SUMMARY Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 4.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 4ft, K = 0.80 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 4 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0 -8814 : 1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base 1.987 ft At maximum location values are .. . Pu : Axial 20.852 k Pn / Omega : Allowable 166.91 k Mu -x : Applied - -6.705 k_ft Mn -x / Omega : Allowable 14.314 k -ft Mu -y : Applied 5.017 k_ft Mn -y / Omega : Allowable 14.314 k -ft PASS Maximum Shear Stress Ratio = 0.06872 :1 Load Combination +D +S +H Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 4.0 k Vn / Omega : Allowable 58.204 k Load Combination Results Maximum SERVICE Load Reactions .. Top along X -X 4.810 k Bottom along X -X 4.810 k Top along Y -Y 2.50 k Bottom along Y -Y 2.50 k Maximum SERVICE Load Deflections ... Along Y -Y - 0.01428 in at for load combination :S Only Along X -X 0.02747 in at for load combination :E Only 2.013 ft above base 2.013ft above base Load Combination Stress Ratio Status Location Maximum Axial + Bendino Stress Ratios +D 0.209 PASS 1.99 ft +D +S+H 0.555 PASS 1.99 ft +D+0.70E +H 0.759 PASS 1.99 ft +D+0.750L+0.750S+0.5250E +H 0.881 PASS 1.99 ft +0.60D+0.70E +H 0.675 PASS 1.99 ft Maximum Reactions - Unfactored _ Maximum Shear Ratios Stress Ratio Status Location 0.026 PASS 0.00 ft 0.069 PASS 0.00 ft 0.058 PASS 2.01 ft 0.058 PASS 0.00 ft 0.058 PASS 2.01 ft Note: Only non -zero reactions are listed. Load Combination D Only S Only 1.500 -1.500 E Only 2.500 -2.500 -4.810 4.810 D+E -4.810 4.810 1.500 -1.500 Maximum Deflections for Load Combinations - Unfactored Loads 'pad Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance ' D Only 0.0000 in 0.000 ft -0.009 in 2.013 fl S Only 0.0000 in 0.000 ft -0.014 in 2.013 fl E Only 0.0275 in 2.013 ft 0.000 in 0.000 8 D+E 0.0275 in 2.013 ft -0.009 in 2.013 ft X -X Axis Reaction Y -Y Axis Reaction @ Base @ Top @ Base @ Top Title Block Line 1 • You can changes this area using the Settings menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 teel Column 'LiC # KW,,,;,06Q00„346 : Description : ledger angle Steel Section Properties : Depth = Web Thick Flange Width = Flange Thick = Area Weight = Title : Dsgnr: Project Desc.: Project Notes : Job# Q Printed: 16 JUN 2010, 9 09AM File: Monuments and Settings\Ben\My Documents\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC 19832010, Ver. 61 03 '.cease4.. w err21 <: , °'_..? ° ! 1 Ycg L6X6X3/4 6.000 in 0.000 in 6.000 in 0.750 in 8.460 inA2 28.700 plf 1.770 in Ixx S xx R xx I yy s yy Ryy 28.10 in ^4 6.64 inA3 1.820 in 28.100 in 6.640 in ^3 1.820 in IM -x Loads M -y Loads CP 1.610 in ^4 Loads are total entered value_ Arrows do not reflect absolute direction. MEI ME MEW MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 1_ , rv% ' LLB? ly 1-1 1 1. Qp JOB S--c A CALCULATED BY ., ` V (p(IL((O SHEET NO. DATE OF SCALE P 91)Ni -) ('LS !psi) "";'( • 'Y(1) 5/( Di rt?' 3 ,— 1-1rCv.2 \'AL* = z (e) i.,;") (0 4 (i ') 0,,1.sCe1:( ) L . (4)( l®) 4 ;4 (4 )-1 Y IG17 92 47,U15 27i7-4 ;Itt V�►ova (410:1947-.2t1, b �r 1 • ANN /OEM moor moo SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO. Q ZU Z13 CALCULATED BY DATE %I IA '['3 OF SCALE SHUTLER Mai CONSULTING 'R- IMENYINIE - ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 1-1tefsel SHEET NO, 0. \ CALCULATED BY DATE 14(L10(10 SCALE OF J._ I - . 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I I 1 ; 4. allaffil ® '` SHUTLER MU ®' "' CONSULTING 1121257 "` ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB S' ` SHEET NO. G OF CALCULATED BY Sri DATE 12-6 1 t SCALE I4 . I i 1_ — • I , 1'S • 451 11.4. 52 :11 14".. (y 1(2 I r0i I4 ; 4 k v' � i5`�ti ' `l }A AM AIM %MN Mr MEE ::4!. I!!!!! SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB gAtIA-5P■ / 0 - SHEET NO. C OF CALCULATED BY 5r-NOl J22 DATE SCALE j _____ _ r 1 , ' _ .._-1 • _. , 1 . , 1 ‘1 4., . L_ l I I i • C, 4 I 1 6-c 1 (•ip. 2iS 1 ( V - L----7, t ---; \7-'-- A'- 91 i 1 — ,1.111r,i,-ortel. I : . I S)_ : - -ti, 42 : 1_ 1 ! ,,_ 4 - - V 1 i ' •Ae: 9-11- i Y/ 's VI ' I` h ' f 1_ t47 . ("-1 1 0 • 1.). It - i •• t) -' 1 0 • 1 I . i " . - ' I '',.• ',' L i ,., ..--; - .1 -.4 .. --. . .13$.1.0%L" 4 _i • 1 , --I- 1 _. 't 1 lit.i'. I 2..5,7) , . ! ---; -,,.D_ .,. , ._., ,..-7-.-_ 110 3c b 4. 4 : --.' 4 l' i : ; 1 i . - ! , , 1 4 : 1 I ■ j , ! .' . ! ' 1 "‘! , t ' 1 ! . ■ fit ?Z- -45 . , g, = ' i ( fP 4- A: 11/1:.1. i -- - - i . , 6-5 . ti 'is ; ^', ' ' . 4 7(.0, 7 .. L1 o . , , : • i 1 I / , C SL Ic :. : : -7,[ANt- , Ie.' t•- _ ? ‘ . 1 1!) `W— 2-.i' b!11— .131) A ''' . . , o, - t,1 ...... 1 1 1 u:. ! it; .i.,- I.— - - 2_.04`i- b.t,;i"' ' ;t- 1 ---. I. • C H " y -,, . 4 " 1 ®® valk IMF MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 • JOB 5 " )( SHEET NO. 10- Z� OF CALCULATED BY C-)1112 DATE ' 1--Y1//0 SCALE \ASS lnX U06 4 • .I- ! —' - 01 X54' ._ 12 I i Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 ;tee' Column Title : Dsgnr: Project Desc.: Project Notes : 1= 0f3000346 Wes? Description : C3 General Information Job # CA Printed: 27 MAY 2013, 7-33AM File: C:1Documents and Settings\BenLMy Documents\ENERCALC Data Filestshasta 10- 23.ec6 B T r ENERCALC, INC. 1983 -2010, Ver 6103 en'sei w 1ef .1 e l ; l� • , Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS6X6X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 433.46 ibs Dead Load Factor AXIAL LOADS... Axial Load at 22.830 ft, Xecc = 2.000in, D = 13.60, S = 20.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 22.830 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 22.83ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y Y Axis buckling = 22.83 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.7883: 1 +D +S +H 22.830 ft 34.033 k 57.233 k 0.0 k -ft 25.709 k -ft 5.60 k -ft 25.709 k -ft 0.005647 :1 +D +S +H 0.0 ft 0.2453 k 43.437 k Maximum SERVICE Load Reactions .. Top along X -X 0.2453 k Bottom along X -X 0.2453 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.3935 in at for load combination : D +S 0-Oft above base 13.330ft above base Load Combination +D +D +S +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.324 PASS 22.83 ft 0.788 PASS 22.83 ft Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.006 PASS 0.00 ft Note: Only non -zero reactions are listed. Load Combination D Only S Only D +S X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top -0.099 -0.099 -0.146 -0.146 -0.245 -0.245 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only S Only D +S Steel Section Properties : Max. Y -Y Deflection 0.1593 in 0.2342 in 0.3935 in HSS6X6X1 /4 13.330 ft 13.330 ft 13.330 ft 0.000 in 0.000 in 0.000 in Distance 0.000 ft 0.000 ft 0.000 ft I itle Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 jteel Column Description : C3 Steel Section Properties : Depth Web Thick Flange Width Flange Thick Area _ Weight HSS6X6X1 /4 6.000 in 0.000 in 6.000 in 0.250 in 5.240 in "2 I yy 18.986 pif S yy R yy I xx S xx R xx Ycg 0.000 in Title : Dsgnr: Project Desc.: Project Notes : Job # L. 5 File: C:IDocuments and Settings \Ben1My Documents\ENERCALC Data'FiIeslshasta0110 -23 ec6' „ „CA 15B" o g "• , a ENER o LC, INC 1983-201 , Ver. 6103 28.60 in ^4 9.54 in ^3 2.340 in 28.600 in ^4 9.540 inA3 2.340 in J Loads are total entered value. Arrows do not reflect absolute direction 45.600 in ^4 Title Block Line 1 . You can changes this area using the "Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 iteel Column i97 #1-KVY- 06000346.E Description : C2 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS8X8X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Applied Loads Column self weight included : 653.31 Ibs *Dead Load Factor AXIAL LOADS... Axial Load at 25.330 ft, Xecc = - 8.000in, D = 13.450, S = 18.720 k Axial Load at 25.330 ft, D = 6.0, S = 10.0 k Axial Load at 25.330 ft, Xecc = 8.000in, D = 8.920, S = 13.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D +D +S +H Maximum Reactions - Unfactored Load Combination D Only 0.8055 1 +D +S +H 25.160 ft 70.743 k 104.77 k 0.0 k -ft 46.305 k -ft -6.787 k -ft 46.305 k -ft 0.004497 :1 +D +S +H 0.0 ft 0.2698 k 59.987 k Title : Dsgnr: Project Desc.: Project Notes : Job # CID File: C:IDocuments and Settings\Ben\My Documenls\ENERCALC Data Fileslshasla0 10 -23. c6 WPM ENERCALC, INC 19832010, Ver 6.1.03 .4 Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 25.330 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : _ X -X (width) axis : Unbraced Length for X -X Axis buckling = 25.33ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 25.33 ft, K = 1.0 - Service loads entered. Load Factors will be applied for calculations. Maximum Axial + Bendin Stress Ratios Stress Ratio Status Location 0.335 PASS 25 16 ft 0.806 PASS 25.16 ft X -X Axis Reaction @ Base @ Top S Only 0.119 0.119 D +S 0.151 0.151 0.270 0.270 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only S Only D +S D Only S Only D +S - 0.3350 in -0.4230 in -0.7581 in -0.1057 in -0.1334 in -0.2391 in Steel Section Properties : HSS8X8X1 /4 14.790 ft 14.790 ft 14.790 ft 14.790 ft 14.790 ft 14.790 ft Maximum SERVICE Load Reactions .. Top along X -X 0.2698 k Bottom along X -X 0.2698 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X - 0.7581 in at for load combination :D+S 0.0ft above base 14.790ft above base Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.004 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Title Column Title : Dsgnr: Project Desc.: Project Notes : Job # C.1 File: C:IDocuments and SetfingslBen\My Documents\ENERCALC Data leslshastae11 t 10-23 ec6 F ENERCALC. INC 1983 -2010, Ver 6.103 Description : C2 Steel Section Properties : Depth Web Thick Flange Width = Flange Thick Area Weight HSS8X8X1 /4 8.000 in I xx 0.000 in S xx 8.000 in R xx 0.250 in 7.100 in ^2 1 yy 25.792 plf S yy R yy Ycg = - 0.000 in Load g e; 70.70 in ^4 17.70 in ^3 3.150 in 70.700 in "4 17.700 in "3 3.150 in J = 111.000 in "4 Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 teel Column K W;g600,03i Description : C1 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS6X6X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 360.74 Ibs 'Dead Load Factor AXIAL LOADS ... Axial Load at 19.0 ft, Xecc = 2.000in, D = 14.470, S = 21.280 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D +D +S +H Maximum Reactions - Unfactored Load Combination D Only S Only D +S Title : Dsgnr: Project Desc.: Project Notes : Job # File: C:1Documents and Settings\Ben\My Documents\ENERCALC Data FiIeslshasta 10 -23.e 6' ENERCALC, INC 1983 -2010, Ver: 6.1.03 w a -A' Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 19.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 19ft-K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 19 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.6794 1 +D +S +H 18.872 ft 36.111 k 76.055 k 0.0 k -ft 25.709 k -ft 5.918 k -ft 25.709 k -ft 0.007220 : 1 +D +S +H 0.0 ft 0.3136 k 43.437 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.195 PASS 0.00 ft 0.679 PASS 18.87 ft X -X Axis Reaction @ Base @ Top -0.127 -0.127 -0.187 -0.187 -0.314 -0.314 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination D Only S Only D +S Max. X -X Defection Distance 0.1174 in 0.1726 in 0.2900 in Steel Section Properties : HSS6X6X1 /4 11.094 ft 11.094 ft 11.094 ft Maximum SERVICE Load Reactions .. Top along X -X 0.3136 k Bottom along X -X 0.3136 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections Along Y -Y 0.0 in at for load combination : Along X -X 0.290 in at for load combination : D +S 0.0 ft above base 11.094ft above base Maximum Shear Ratios Stress Ratio Status Location 0.003 PASS 0.00 ft 0.007 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 'You can changes this area using the 'Settings* menu item • and then using the 'Printing & Title Block' selection. Title Block Line 6 steel Column Title : Dsgnr: Project Desc.: Project Notes : Job# Cc\ ;i;icV,AW800034,64.; Description : Ci Steel Section Properties : HSS6X6X1 /4 Prin1ed' 0 ' Flle: C:1Documents and Settings\Ben\My DocumenIS\ENERCALC Data Fileslshasta10- 23.ec6 ENERCALC. INC 1983 -2010, Ver 61.03 - •,e 'N t Depth Web Thick Flange Width Flange Thick Area Weight Ycg 6.000 in I xx = 28.60 in ^4 0.000 in S xx = 9.54 inA3 6.000 in R xx = 2.340 in 0.250 in 5.240 in "2 I yy 28.600 in"4 18.986 plf S yy = 9.540 inA3 R yy = 2.340 in 0.000 in J Height = 19.0 9 45.600 in 44 Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 • You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column ;Lief.#5 :1KW,Rt3000346, - Description : C4 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS8X8X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 638.35 Ibs • Dead Load Factor AXIAL LOADS... Axial Load at 24.750 ft, Xecc = - 4.000in, D = 13.450, S = 18.720 k Axial Load at 24.750 ft, D = 6.80, S = 10.0 k Axial Load at 24.750 ft, Xecc = 7.000in, D = 13.60, S = 20.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base Af maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Vu : Applied _ Vn / Omega : Allowable Load Combination Results Load Combination +D +D +S +H Maximum Reactions - Unfactored Load Combination D Only S Only D +S Title : Dsgnr: Project Desc.: Project Notes : Job # CID File: C:IDocuments and Settings1Ben1My DocumentsIENERCALC Data Fileslshaslael0- 23'ec6# ENERCALC, INC. 1983 -2010, Ver: 61.03 '. f:�•. alp a censer' o ner • j Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 24.750 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 24.75ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 24.75 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.9413 : 1 +D +S +H 24.584 ft 83.208 k 107.77 k 0.0 k -ft 46.305 k -ft 8.817 k -ft 46.305 k -ft 0.005979 :1 +D +S +H 0.0 ft 0.3587 k 59.987 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.386 PASS 24.58 ft 0.941 PASS 24.58 ft Maximum SERVICE Load Reactions .. Top along X -X 0.3587 k Bottom along X -X 0.3587 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.2965 in at for load combination : D +S 0.Oft above base 14.451 ft above base Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.006 PASS 0.00 ft X -X Axis Reaction Y-Y Axis Reaction @ Base @ Top @ Base Top @ P -0.139 -0.219 -0.219 -0.359 -0.359 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Only Max. Y -Y Deflection Distance S Only 0.1153 in 14.451 ft 0.000 in 0.000 ft D +S 0.1813 in 14.451 ft 0.000 in 0.2965 in 14.451 ft 0.000 ft Steel Section Properties : HSS8X8X114 0.000 in 0.000 ft Note: Only non -zero reactions are listed. Title Brock Line 1 • You can changes this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Jteel Column Title : Dsgnr: Project Desc.: Project Notes : Job # GII File: C:lDocuments and SettingslBen1My Documents1ENERCALC Data F eslshastao110- 23,ec6t ENERCALC, INC. 1983 -2010, Ver: 6.1.03 Ce'nse? wrier a -�° >; t ° '_._.o '; Description : C4 Steel Section Properties Depth Web Thick Flange Width Flange Thick Area Weight = Ycg HSS8X8X1 /4 8.000 in 0.000 in 8.000 in 0.250 in 7.100 inA2 IYY 25.792 plf S yy R yy Ixx S xx R xx 0.000 in 70.70 in ^4 17.70 in^3 3.150 in 70.700 inA4 17.700 iO3 3.150 in J 111.000 in ^4 Loads are total entered value. Arrows do not reflect absolute direction_ Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 steel Column Title : Dsgnr: Project Desc.: Project Notes : LINO r:?ISVI 06p003,46 `:t , � r L ; Description : C5 General Information Job # Ct� Printed: 2015, ' File: C:IDocuments and SettingslBenlMy Documents\ENERCALC Data f leslshasta10- 23.ec6 ENERCALC. INC 1983 -2010, Ver 61.03 Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS8X8X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 606.11 Ibs • Dead Load Factor AXIAL LOADS ... Axial Load at 23.50 ft, Xecc = - 4.000in, D = 13.450, S = 18.720 k Axial Load at 23.50 ft, D = 6.80, S = 10.0 k Axial Load at 23.50 ft, Xecc = 4.000in, D = 13.60, S = 20.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 23.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 23.5ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 23.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.7369 : 1 +D +S +H 23.342 ft 83.176 k 114.29 k 0.0 k -ft 46.305 k -ft 0.4735 k -ft 46.305 k -ft 0.000338 :1 +D +S +H 0.0 ft 0.02028 k 59.987 k Maximum SERVICE Load Reactions .. Top along X -X 0.02028 k Bottom along X -X 0.02028 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination Along X -X 0.01436 in for load combination : D +S 0.0ft above base at 13121 ft above base Load Combination +D +D +S+H Maximum Reactions - Unfactored Load Combination D Only -0.002 S Only -0.002 D +S -0.018 -0.018 -0.020. -0.020 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.302 PASS 23.34 ft 0.737 PASS 23.34 ft X -X Axis Reaction @ Base @ Top Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft Note: Only non -zero reactions are listed. D Only 0.0015 in S Only 0.0129 in D +S 0.0144 in Steel Section Properties : HSS8X8X1 /4 Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection 13.721 ft 13.721 ft 13.721 ft 0.000 in 0.000 in 0.000 in Distance 0.000 ft 0.000 ft 0.000 ft Title Block Line 1 ' You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 ;tee! Column Title : Dsgnr: Project Desc.: Project Notes : i :t'etilDIIDItkii• ,tx 4 ��s rf'�ii "`�*Y� , 0 Description : C5 Job # C i� Printed. 25 MAY 0 t File: C:IDocuments and Settings\BenvMy Documents\ENERCALC Data Fileslshasta10- 23.ec6 ENERCALC, INC 1983 -2010, Ver 6.1.03 w 4'14r 4 o1:iV1P1il1110 :11114 Steel Section Properties : HSS8X8X1 /4 Depth = Web Thick = Flange Width = Flange Thick = Area Weight Ycg 8.000 in I xx 0.000 in S xx 8.000 in R xx 0.250 in 7.100 i02 I yy 25.792 plf S yy R yy 0.000 in 70.70 1n"4 17.70 in "3 3.150 in 70.700 in "4 17.700 inA3 3.150 in J Xi CIA = 111.000 in"4 Loads are total entered value. Arrows do not reflect absolute direction. 1 we block Line 1 , You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Steel Column Description : C6 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS8X8X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 638.35 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 24.750 ft, Xecc = - 4.000in, D = 13.450, S = 18.720 k Axial Load at 24.750 ft, D = 6.80, S = 10.0 k Axial Load at 24.750 ft, Xecc = 4.000in, D = 8.840, S = 13.20 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D +D +S +H Maximum Reactions • Unfactored Load Combination D Orly S Oniy 0.062 0.062 D +S 0.074 0.074 0.136 0.136 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X -X Deflection Distance D Only S Only -0.0513 in 14.451 ft D +S -0.0615 in 14.451 ft -0.1128 in 14.451 ft Steel Section Properties : HSS8X8X1 /4 0.7292 ; 1 +D +S +H 24.584 ft 71.648 k 107.77 k 0.0 k -ft 46.305 k -ft -3.354 k -ft 46.305 k -ft 0.002274 1 +D +S +H 0.0 ft 0.1364 k 59.987 k s• Title : Dsgnr: Project Desc.: Project Notes : Job # C /4 Fde C \Documents and Setlings\Ben\My DOCUments\ENERCALC Data Files\shasta 110- 23.ec6 ENERCALC, INC 1983 -2010, Ver: 61.03 Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 24.750 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 24.75ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 24.75 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum Axial + Bendin Stress Ratios Stress Ratio Status Location 0.305 PASS 24.58 ft 0.729 PASS 24.58 ft X -X Axis Reaction @ Base @ Top Maximum SERVICE Load Reactions .. Top along X -X 0.1364 k Bottom along X -X 0.1364 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X - 0.1128 in at for load combination : D +S 0-Oft above base 14.451 ft above base Maximum Shear Ratios Stress Ratio Status Location 0.001 PASS 0.00 ft 0.002 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Column Description : C6 Steel Section Properties : HSS8X8X1 /4 Depth Web Thick Flange Width Flange Thick Area Weight Title : Dsgnr: Project Desc.: Project Notes : Job # CK File: C:1Documents and Settings\BenlMy Documenls\ENERCALC Data Fleslshaslaa110- 23.ec6 ENERCALC, INC. 1983-2010, Ver 6.103 .4,7 Ycg 8.000 in I xx • 0.000 in S xx = 8.000 in R xx • 0.250 in • 7.100 in "2 I yy = 25.792 plf S yy R yy 0.000 in 70.70 inA4 17.70 in "3 3.150 in 70.700 in "4 17.700 in "3 3.150 in J 111.000 in "4 0 Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 )teel Column Lich #:;KWD6000S4F Description : C7 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads Title : Dsgnr: Project Desc.: Project Notes : Job # File: C:IDocuments and SettingslBen\My Documents\ENERCALC Data tFiilleslshasta 10 -23.e 6' ENERCALC, INC 1983 -2010, Ver 6.1.03 A.:�e"ses s,.:! t , "1.�:�'� HSS6X6X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included :427.19 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 22.50 ft, Xecc = 2.000in, D = 10.120, S = 15.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are Vu : Applied Vn / Omega : Allowable Load Combination Results Load Combination +D +D +S+H Maximum Reactions - Unfactored Load Combination D Only S Only D +S Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 22.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length' for X -X Axis buckling = 22.5ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 22.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.5785 1 +D +S +H 22.349 ft 25.547 k 58.773 k 0.0 k -ft 25.709 k -ft 4.159 k -ft 25 :709 k -ft 0.004284 1 +D +S +H 0.0 ft 0.1861 k 43.437 k Maximum SERVICE Load Reactions .. Top along X -X 0.1861 k Bottom along X -X 0.1861 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.2857 in at for load combination : D +S Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.179 PASS 0.00 ft 0.578 PASS 22.35 ft X -X Axis Reaction @ Base @ Top -0.075 -0.075 -0.111 -0.111 -0.186 -0.186 - Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance ce D Only S Only D +S 0.1151 in 0.1706 in 0.2857 in Steel Section Properties : HSS6X6X1 /4 13.138 ft 13.138 ft 13.138 ft 0.0ft above base 13.138 ft above base Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.004 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top Max. Y -Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 • You can changes this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ,steel Column ,1 ia4,' W= 0B0003A6I Description C7 Steel Section Properties : Depth Web Thick Flange Width Flange Thick Area = Weight Ycg HSS6X6X1!4 6.000 in I xx 0.000 in S xx 6.000 in R xx 0.250 in 5.240 inA2 l yy 18.986 plf S yy R yy 0.000 in Title : Dsgnr: Project Desc.: Project Notes : Job # Cif Fie: C:IDocuments and SeltingslBen\My Documents\ENERCALC Data Fl � eslshastat0 -23 a 6{ ENERCALC, INC. 1933-2010, Ver: 6.1.03 „ease' rter: 28.60 in^4 9.54 in ^3 2.340 in 28.600 in ^4 9.540 inA3 2.340 in J 45.600 in ^4 Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 'You can changes this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 steel Column Title : Dsgnr: Project Desc.: Project Notes : Job # l tig.fffAI W080AQ340 r Description : C8 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads HSS6X6X1 /4 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 468.39 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 24.670 ft, Xecc = 2.000in, D = 10.20, S = 14.80 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are Vu : Applied Vn / Omega : Allowable Load Combination Results Printed: 28 MAY 0 File: C:IDocuments and SettingslBen\My DocumenlsiENERCALC Data Fleslshasta10 -23 ec6 ENERCALC, INC 1983 2010, Ver 61.03 xoelse uw„newrv,„°_o ., el* of 9 Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 24.670 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 24.67ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 24.67 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Load Combination +D +D +S+H Maxirnum Reactions - Unfactored Load Combination D Only -0.069 -0.069 S Only -0.100 -0.100 D +S -0.169 -0.169 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance 0.6633 :1 +D +S +H 24.670 ft 25.468 k 49.051 k 0.0 k -ft 25.709 k -ft 4.167 k -ft 25.709 k -ft 0.003888 :1 +D +S +H 0.0 ft 0.1689 k 43.437 k. Maximum SERVICE Load Reactions .. Top along X -X 0.1689 k Bottom along X -X 0.1689 k Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum SERVICE Load Deflections ... Along Y -Y 0.0 in at for load combination : Along X -X 0.3419 in at for load combination : D +S 0.0ft above base 14.405ft above base Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.276 PASS 24.67 ft 0.663 PASS 24.67 ft X -X Axis Reaction _ @ Base @ Top Maximum Shear Ratios Stress Ratio Status Location 0.002 PASS 0.00 ft 0.004 PASS 0.00 ft Note: Only non -zero reactions are listed. D Only S Only D +S 0.1395 in 0.2024 in 0.3419 in Steel Section Properties : HSS6X6X1/4 Y -Y Axis Reaction @ Base @ Top 14.405 ft 14.405 ft 14.405 ft Max. Y -Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 ' You can changes this area using the "Settings" menu item and then using the °Printing & Title Block" selection. Title Block Line 6 hteei Column Description : C8 Steel Section Properties : Depth Web Thick Flange Width Flange Thick Area Weight Ycg P"Y HSS6X6X1 /4 6.000 in 0.000 in 6.000 in 0.250 in 5.240 inA2 I yy 18.986 Of S yy R yy I xx S xx R xx 0.000 in Title : Dsgnr: Project Desc.: Project Notes : Job # Clq File: C:1Documenls and SeltingslBeny Documenls\ENERCALC Data Fleslshasla010- 23.ec6{ lM ENERCALC, INC 1983 -2010, Vet 6.103 28.60 in ^4 9.54 inA3 2.340 in 28.600 in ^4 9.540 in ^3 2.340 in J 45.600 in ^4 Loads are total entered value. Arrows do not reflect absolute direction. SHUTLER mho CONSULTING IMF ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB Sti6<75C. SHEET NO. C 1-C) CALCULATED BY DATE ct-2- 1 I° OF SCALE I _____. I ! 1 , ■ , -1 I , ■ 34, + - --1-0-. , ,__., __... , • i , 1-- —1-- • , 1 ! -1,1 e)' 1 • -- 5_, 1 ----s Y- -- io .47j 14.5\: 1 ----k- T ci:.13-)5 19 : ' i , 1 !. i I. 1 q it,,.. i ' I • • .1._ ! ! - - - -, . ; 1 1 ' 1 4i f f-i-----4; -•! • I :- - .1 , r - • -, - -... -- -, • ..--_•, ___:______.•, _ _4 1 • 1 , - - ": c'1' alL ,`? '( b )1A- '-''' li • cei° iL' 111/1"Al- <-1- ' . 1. • i 1 1 , ! ! , , : , 4, 1 , --i-,- ,,; :;•, --! :____ __. 1 .i. , • ! 1 I • , 1 i . , , . i . 1 1 • , _,. .i i . 1 ;_ I , ; i , 1 , . . r - 1 • , 4_____, ___L__......1.___! ;HT ,, i. i ; ! , ; • i ; 1 . ;., ! ; 1 1 ; , ,, • ,, , ; 1 1 , . , .........:—.,_ , , 1.i. • --,- ''''.."1. -I - -!....H. ..:' : --1. --,- .t .._,. . 1 • .?+ (.4-01/7_: ---- ' T, - - I I -4- I ' ' 1 I , . . b ', cc) • • .,... _. __ 19 4);"/;(1"<--1-' . Ii04: i -. ; • - — 0 ,I•tS.•.'• 4 1 ' • --i• • • - --. rv■ 0 - 113 • t ti 0) 1 :1- i 14- • / A 1 , • r • #. 1 • I , • 1 I 0:‘ b:'(.0 ._.> ''t_. ; .. ,, , . , , it 1 VI, 1 1 1 ,•--, ' I 1 ! 1 , i • . - , .. - 1 .(--) - 1-) `5.. kt ' — (It)( 6i .5' ± ) I i I . , : ; , , 1 i I ■ ' 1 1 : 1-.• ', o I I -2-- 0 • -Lcic-,v i' t.:1-)) /2,.. ;.-:;..j i i 1, 'i.) , /i n z ,-- ! ! ... --.. 0.. te•-•1 '.- V--t (.(.p ) !01 ti •-•.:■ 1 ,- 1-)1- V 'I: ' A /I\ (1 I, ■ ; , ! 1 ! . . 1 - . ■ . , 1 , •L ---- L° 1'2- ' ---- ° :61 -""7" .i. e71 _, : . [ 0 : : ... . -• ! ' 1--- • I 1 IN= SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 I I _.i I , , ____, 1 I- t-I 1 • ! : I i --1-------H --r i'ti----r LP ° 0.1 A )1 r; I?? A - . 0 i : 1 0 i 4 JOB IP6c SHEET NO. C. LA CALCULATED BY 11-47;4 5/1-i/it) DATE OF SCALE _1_ ._•1 ._..,_ _1 I bit4 16-1 -"I , ; • 1 4 . 11 - .( .L-o — I I 1 I I TH- 1- --I- 1. ---1 - -' - ---- 1 m -- 4s 0 ii -) i :0,11/1/)1 -% 1 2 i . i-t -c -) Lf\ 1 „ 1 A , f--. , , 1 l' It, ' 1 - v..i. -L- d •C bVE)).t/i; i.ns ! 4 0! `41'f'n r\ i 4 i L___ ! r 1 ; 1 1 , , , , r i 1 1 i ■ I I t I : 1 . I ! 4 -.is-i Ll $4-1__Ai7), ..- Li, vi)i..1,i 3i.1 i 7 I ' 1-- I - -*I--; ! ---'------1- ---, -- 't 1 ■ 4- 11, ---I --,- 1 . 1 1 -- -r- -.1. 1---- - ir 1 ■ 1-'1 ' 1 I ' 1 1 I r 1 1.- + I t . i 4 i-- .._I••_-- .1.... ; ._.: 1 : i i , , : :- •1 ; I ;;; °L-: ut,:HtQ !P 1 { 1 i ! , _1 Ci} ! . ---I — -1--- .- ' • '- - I . -j- I , ! -4- -. DU 2(c c , , I -------i. -4. .1. -4 : t . . . 1 _ . 9 --- ii 1 . • 1-5J1) )/ 2.....-: 1 J: '4: ' ' 1' 1 4-- , 1 , 1 i i -•_ 1 \ \ 1- , , 0 • 1.5 CLt) /,); -- . ) '4 vA Al\ i; ! , , , 1 , , . i 1 i 1 -1 4- — H I : n V c:3j■ . L1A)1 --f 1 I _ •_ . . 1 J 0 I. ' , -_-: 1 , 4i 4 lz:''f 7:--- ' I . i _.. . ■ C) • Al) Y4bi (2)))-42):7.-, ' b ,. 1:4 \1-c/' .. , o. kil,k.p” --)i 7f) i 0 I 1 i , _1_ , .-- ' i- : 1 , : MEI Ali SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB- SHEET NO. 11) -t ) CALCULATED BY t9 OF DATE 5/ 2:1 / 1 SCALE ARM Mil BMW VW SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB t\-(\ s`c I o - 2-1-) SHEET NO. r-0 CALCULATED BY 5 DATE SCALE S! 9 /10 OF s 94U1ER0)114ITI118043THEEFS Structural Engineers 1445) N.E. 29th Place, Suite 116 Bellevue, k4shiogton 95).)7 job Sha=ta ---- SkEet no. [� ��k��� __ 00,p(-6/2�n Allcaablesoil bc,aifIq = �,:A),(ik, p,,,f Yield stress of reinforcing step = 64.00 ksi Cmmressive stress of concrete = 3.00 ksi Cmobined ultimate factor (D.L. 4. L'L.) = 1.60 rover to bottro of bottom bar = 3.CA, in *** Allowable load is allowable applied load. WI: (Allmw. ickad = Ftg area * allow. soil bearing - f!g weight.) . . | Footing | Thick- | Pequired | Dar size oPticfis : Allow. ' Size : ness : Area of steel | Hr.,, | Size | | Ho. : Size | Load | |----'--| | : --'--______-______.' � . _ _ ! F- 2.00 |1O.(0 | 0.43 b/2 | 1 # 6 | 1 # 7 | 9.5O k : F- 2.50 : 10.0G : 0.54 m-2 | 2 # 5 | | 2 # 6 14.84 k F- 3.00 : 10.00 | 0.65 in^2 | 3 # 5 | | 2 # 6 21,38 k | F- 3.50 : 10L00 | 0.76 in^2 | 3 # 5 | | 2 # 6 29.09' k J' ! F- 4�0 | 11.00 | 0.95 in^2 | 4 # 5 | : 3 # 6 � �.80 k � �� �/' 4( "r- | F- 4.5O | �.00 / 1.17 in^2 | 4 # 5 | | 3 # 6 47.59 k �- �- - | F- 5.00 | 13.00 / 1.40 ie2 : 5 # 5 : | 4 # 6 58.44 k -^\ '- | F- 5'5� | 14.00 1 1.+A io^r : 6 # s ' ' 4 # ^ �n �3 k ' �^Jm� ' F- ' «» ' �5 C@ ' � ?4 ��-- ' 5 # ' ' ' ' ��7 • c�Y V. . `` . . ^ ^ c . � 4 # 7 | 83.25 k � ^� ~~ ^-- J/ F- 6.50 | 17.00 : 2.39 in^2 | 6 # 6 : : 4 # 7 : 96.65 k | < 25 4-�~ | F- 7.00 | 18.00 / 2.72 in-2 | 7 # 6 | | 5 # 7-�-�1.48 k | ` | F- 7.5V : 19,O0 | 3.O8 in^2 | 7 # 6 : | 6 # 7 ].1/ Y. : | F- 8.00 | 20.0O | 3.46 in^2 | 8 # 6 | : 6 # 7 144.0) k ' | F- 8.50 | 21.00 | 3.86 in`2 | 9 # u ; | 7 4 7 161.66 k | F- 9.(X) : 22.00 | 4.2S i~'2 | 10 # 6 | | P 7 .23 k : F- 9.50 | 23.00 | 4.72 in'2 | 8 U 7 : | 7 # � 199.68 k | F-10.06 | 74.00 ' 5.19 in'? | � # 7 | | 7 N D : 'ow k . • •i • Sli LET; COWULTING ENOBEERS ,Job Shasta Structural Engineers Sheet no. -1:1, 144% N.E. 29th Place, Suite 116 Calculated by_ S'(I2 Bellevue, Washington 98007 Checked by t. (206) 885 4473 Date .._ 05.., '_ i2�i1C 0 Footing : Thick -; d ; Size ; Hess : (in.) ; - r FOOTING Sffi Beata Shear Ftmghing Shear• V.' Phi Vc ; Vi.t. : Phi Vc (in.) ; - , 7 + F - 2;.00 r 10.00 : 5.. SI) , 2. �. ' ' ` 12.29 11.66 5� � 1 i:rr.29 54 F- 2.50: 10.00 1 f'.50 : 5.00 ' 15.336 ; 2066 , 51.21 50.00 1 F-- ti3.04 ; 10.4D J 5.5D : 9.00 18.44 : 31.6, : 51.21 90.00 ; F- 3.50 ; 10.00 ; 5.50 ; 14.00 ' 21.51 ; 44,66: 51.21 ; 50.00 F- 4.00 : 11.00 : 6.50: 18.67 29.05 : 53.994 65.7 : 54.00 F- 4.5) , 1. ; • ' 24.00 ' 2.04 7.50 , 24.00 37.71 ; 75.16 ' 81.01 ' `$.('.145. F- 5.00: 13.00 ; 8.5) ; 30.00 ; 47.49 ; 93.33 ; 988.14 : 62'.00 F- 5.50: 14.00 I 9.50 ; 36.67 ; 58.38 ; 113.44 ; 116.76 : 66.00 F- 6.00 15.0 ; 10.50 : 44.00 ; 70.39 ; 135.49 : 136.88 70.00 F " -- 6.5) : 17.00 : 12.5) ; 49.83 ; 92,.79 : 158.44: " 181.57 78.00 F- 7.00 18.00: 13.5) : 58.33 ; 105.59 ; 184.,3:, ; 206.15 : 82N00 F-- 7.50 ; 19.00 ; 14.53) ; 67.90 : 1:21.51 : 212.16 ; 232.22 86.00 F- 8.00: 20.00 : 15.50 ; 77.333 ; 1� 3.55 : 241.94: 259.78 90.00 F -- 8.5) : 21.00 ; 16.50 ; 87.83 : 156.71. ; 273.66 ; 2E8.8 4 94.00 ; F- 9.00 : 22.00 : 17.50 , 99.00 : 175.98 : 307.33 : 319.38 ; 98.00 F- 9.50 23.00 : 18.50 : 110.83 : 196.37 : 3342.94: 351.41 ; 102.00 ; F- -10.00 : 24.00 ' 19.50 ' 123.33 217.88 : 8o 9 384.93 106.00 r , ; Footing ; Thid-: -; d Size ; ness : (in. 5i; 3,00 0.4)8 ; 0.43 in.`'2 • ; f.�.4�* v"• ; 1.84 ; 0.19 ; =,03 : 2.92. 1 0.36 �) : 4.25 ; 0.62. ; `�tl , 5.84 ; 0.82 , ,[ t ' 7.67 ; 106 av 1 9.75 , 1.31 ' , 12.09 : : 1..6! , 10.5 ' 14.67 ; 1.92 r r , • ); 17.5) ; 21.59 ; 2.43 , 1 x:1.3. 2 ; 2.1.32 , i� 1 za 27.5 0 : • 24� , :tai`. , .31.34 ' 1 , ; 35.42 .• , il9. 75 /: r 1 44.;4 ; F[.�7TIt:4 STE17._ `r Design Steel : lrli.ni.�ox.3m Steel : As ; ) ; tit : As : (Tempt steel) ;Provided: F-2.00 ; • 10.00 ; 5. F 2.50 :10.(X; 5.5 F -• 3.00: 10.00 : 5. F- 3.50: 10.00 ; 5.5 F- 4.00 ; 11.0x) : 6.5 F- 4.50 12.00; 75 F 5.00: 13.00: 8.c F 5,50 ; 14.00 ' 9.50 F -6,.00 15.00 ; 10... F -• 6.50: 1.7.4 : 12.5 F -7,00, 18.00 , 13.5 F -- 7.50 19.00 : 14.50 F_. 8.00 ; 20.00: 15.50 , 21.00 , 16.50 F -' 9,•( l ; 22.00 :17.50 F- .9.50 ; 23.01: 18.50 F °10.00; 2400' 1850 • 0.54 in."'2 0.54 : 0.65 in.'2 ; 0.65 ' r 0.76 in." 2 : 0.76 , 0.95 in.A2 : 0.95 : 1.17 in.''2 : 1.17 1.40 in." 2 : 1.40 1.66 i.n.``2 ; 1.66 ' 1.94 in.A2 1.94 2.39 ].n."2 ; 2339 2.7 in.A2 , 3:.72. , 3.08 in. : 3.08 ' 3.46 in.A2 3.46 3a68 : 3u86 inal`2 : 3386 : 4.16 r 4.28 1n."2 , 4.28 , 4.66 ; 4.72 in.``2 : 4.72 ; 5x19 ; 5.18 i��.''" ' 2 5.19 4211112 MEW MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SiPC- A /0-21) SHEET NO. f s OF CALCULATED BY SIZI DATE 5 1 11 10 SCALE i(.PcL— C'i Ut5q ' j'f CjaC `1\-kil iN Oj 1..1.‘NJ P4 cAtf) ! C910- 0 @ON ! 1 ! 1 _ - 1 ti L.1. ;11 ;I; - L 2I is)(DI (.P>Pjb -4, I 12 5 i iP( I c3ML— IA `30{k,(.4--.-11;( 1- ' ,), 't :/221 k;; : — , i ; UOti , -1 , ! ! , - 1 ! 1 1 1(k)0 ) I _ - 1 ! 1 L 14 'ir2:(D--41 '4- ! , ! i I ! I 4 0 1015 1 1 i ' r i i i : • ---- -H ! - : 1 -4.- i' : : - I .1 ---1- I .f.-• - , -1 ----i- H- - '()6'\ '&N,,‘ c-4t___. ', VPKt. (;4-3 1 Ca i_vo DL; ; , ,, "4YfiC 1 -'- b.spr-1 (tic),L) 01 : - v,./pc ; i , . 1 i --i , 1 1,,i 1 , ! . ! i k 1+4 '.1 5 c'fC)(I /K1 ID:4 ob,*-- 1 - : 't. i • I , • , i , i , . 4 r . ; I 1 . 1.... i...._,.... 3 (1 bloH "If( 1 i ! I •i —4 ----i- --'- ----i. 1- --i' - "t:. • it6f 00 1 \/I...,c. kif) 4 2- isLP „ t • •- - • t -• • - • - -c:. it -f-ocv:;Psit 114'Pt(o,)I_ i ! I- :--;-.. . t 'W'S (...10/-) '' 1P. \.4'i ._.K . .L._. I... .._.. . .:i.. . ...___.. -)._ -,s,: ()5 (Ailili -7:.. s Jo ‘alitdi-c 4 , 4 t--Q0rl)c) -_-: 2..(c)(1 \*f/ 1 i 1 - . . , ot)1 oioir-r-1; I 1 , _ '»74 , . , , . • . . ; . „ ; , - 7 ' 1 .-i- 4 , . ; I • 1 - 4 • ANSI ME BMW Mal SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO. CALCULATED BY S-T2A. DATE U) 112)110 OF SCALE _i CIA 1,1,11 4 ( ii -1.-- 1.- ! i ! [ i [ /2) .J. i . i 1 c.ti,tv i , ! . . Q , LI, Vi-. !, 4 -I -; i 4o --" C .49 11. - ,) 17. -. ; 1 ■ ‘ 4 ! ( 1; i -- I 1, i■Ao! --:- 4‘014/V C1'.! CAll ( 4-: i 2_19 00 ‘41"< i ! I 1 1 I --, t -t-- . - i-- • --,• .- --1 4- — , ;f-; - ; ' I 17/00c-ki&kk = i ed,00, !,AL.'.,,z.) (11 ) ,—.-__L3iS ''')I.c""•i, 1 1 .__ 1 I ; 1 I 11 ! I . '' ' ' 1 . ' ik-,-•1--,' : :_ I i : ___ 1 1. 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A SX 269 ?S tcH1'LA 6, Qci(1943)(i1).s )(:1-H. .51 2 Vin p ;- . 4- I.S gin /111111 wIIw Easar Isom `. • SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 ! 1 I 1 b. : .t-•'!"-- f , , 1 I. ' 1- --',- :- . •I • JOB S-C6Dil SHEET NO. F CALCULATED BY DATE LO I I -1 ( 10 OF SCALE I I 1 1 _,, 1 1 i I - i;. ii. ,..____ .....1 . ...il ,.. i vek L_ _ .1 .___i__.. 1 t. , 1 , : , , , , , • -1-- -- - - -- - v.- .1 •i ,-----, -I---- --1- . --- . A 1 —11 • ti 4' ' f'C' 1- I. k\} e iik''. ':-. 14 .pri- ()sf 41_5(0 ..,_+.,.i. ---t--- , I. _le:1.5-161'1_4. 71.1..-St u L_Q 5/P 1 . 4 1 , r 1 7 1 1 _ (2L1.7.41 yo .5f- i •-• ' X i" i A s "jk; Cit rt. 1 1 A Qzy, 1 1 I + M ibt 104 A . . . -1 1 INENFMNI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 1 ! 1 ! ,vU'C \v�� Got 1om!w `� JOB u SHEET NO. CALCULATED BY DATE SCALE OF Lo(�1jiv 1 Qct�F ! T c ,� j ;. lu Ct (et !Nyp r L o 11.-;,/(3, 5 0 '!4d A Cam. J?X MEM Mak MEW ME SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB - � to -2.1, F SHEET NO. CALCULATED BY Cj Qr OF DATE ��s' f 2.1f10 SCALE 1 1 I I I s -.' ■. N ! e9c)iTt0.(v' �9tev0 9 3i q14 -, n5. I I �d(9. x l∎ ItA _ (pc - I .1 I _ _I t 1 � I 1�jCST�+,Yt ( 1.52/) (0 5) (41,014 �l")C(» U • 1.() ti .Fr. i AIIM14111111 SHUTLER gliEkE 1 CONSULTING MENI , ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005' (425) 450-4075 FAX (425) 450-4076 JOB Sr\P‘sWk SHEET NO f ?.7 OF CALCULATED BY ST4 DATE U 1 11 ('o SCALE 1 . , 1 ' ; 1 I 1 1 H__ 1 , , 1 I - -..! . r i__. , , . i - . —T — - - I I 1 I ' ; i I . t\ill " . . : . 1- r- i -1 - - :" 1 --- • - ---' - ' --- --t--- 1 — ! I lf■-,C. i_. 0‘,7 'LAD 011-Ct Ot._)-) -' ik A ‘Lo -J _,.......,.... .1. ...,.. ..._ .. :.. . .. ... .1. .:-_'__. _ - i ' , • • ---1 1 i I : 1 s 1 1 , , . 1 k -).. \ ---isi \ --)1 ! 1 .1 ) : -1 .... 1 ■ ' " - .1_ __i. ' t , ! te,c)(4 11-1 ) i- 1 1 ..pla --- i--- ---t- 1 - - 1 : / , ! 1 ■ I --F — .-J • i N 6•3 C'-'1'ft. '7-' ,1 A .kill-1‘.. .4- '-7 ) t ce). 4" 7---1 I u‘.1.-- '4; 11,-- 0 .-.• 1- ----I-- ---1--- -1-- - - - i • ,- . , , '7 ---- i-- ;- - H 1 el (0 z110-,,.'1-/v,-1) ! slo.:60 .1--/-K _ • , 1 , ., 1.- X? f-*A 11- ° (./ • L . u'l ) 0-66 44) ruci'vikk,L "-- - - - • - -- • i4S - , 4 o ,90 oi.(2011 ( it4C1.4 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : NL �Ow _, Sl 1 , Calculation Summary - ACI 318 Appendix D For Uncracked Concrete Anchor Anchor Steel # of Anchors IA615 11 Embedment Depth (in) Category 1/2" SET-XP GR. 60 3.5 �1 Concrete Cracked f' (psi) _ c,v Normal weight No 4000.0 IT 1.40 0 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 6 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 oaas Nua (Ib) IVuax (Ib) IVuay (lb) Mux (Ib'ft) I0 (Ib'ft) 1 0 0 0 110\AuY 1 ex ey Mod high (in) (in) seismic 0 0 No Anchor w/ sustained (Anchor only resists Apply entire shear wind /seis loads @ front row tension No Indiv dual Anchor Tension Loads No No INuai (Ib) 0.00 e'Nx(in) I e'NY(in) 0.00 0.00 Individual Anchor Shear Loads 1V oat (Ib) 1 0.00 e'vx(in) I e'vy(in) 0.00 0.00 Tension Strengths Steel (< = 0.75 ) Nsa(Ib) ONsa(Ib) 113500.00 Nua(Ib) 10.00 N ua Abflaa `0.0000 18000 " 1 Concrete Breakout (0 = 0.65 ) Ncb(Ib) I ONcb(Ib) Nua(Ib) I Nua /�Ncb 5672.34 3687.02 0.00 0.0000 about:blank 1 Page 1 of 2 Date/Time : 6/21/2010 9:26:34 AM 6/21/2010 Adhesive (1 = 0.65 ) Na(lb) 0 Na(Ib) Nua(lb) Nua /DNa 7608.94 4945.81 0.00 0.0000 Side -Face Blowout does not apply Shear Strengths Steel (1 ) = 0.65 ) Vsa(Ib) c Vsa (lb) Vua(lb) V ua /cDVsa 10800 7020.00 0.00 0.0000 Concrete Breakout (case 1) (b = 0.70 ) Vcbx(Ib) NVcbx(Ib) Vuax(Ib) Vuax /OVcbx 4779.80 3345.86 0.00 0.0000 Vcby(Ib) cOVcby(Ib) Vuay(Ib) Vuay lcDVcby Vua /cDVcb 6337.18 4436.03 0.00 0.0000 0.0000 Concrete Breakout case 2) does not apply to single anchor layout Concrete Breakout (case 3) (D = 0.70 ) cx1 edge Vcby(Ib) (DVcby(Ib) Vuay(Ib) Vuay /QjVcby 11949.51 8364.66 0.00 0.0000 cy1 edge Vcbx(Ib) c0Vcbx(Ib) Vuax(Ib) Vuax /DVcbx 14635.10 10244.57 0.00 0.0000 cx2 edge Vcby(lb) 8Vcby(Ib) Vuay(Ib) Vuay /cDVcby 11949.51 8364.66 0.00 0.0000 cy2 edge Vcbx(Ib) cl)Vcbx(Ib) Vuax(lb) Vuax "Vcbx Vua /tVcb 12674.37 8872.06 0.00 0.0000 0.0000 Pryout (c1 = 0.70 ) Vcp(Ib) ctVcp(Ib) Vuax(lb) Vuax /(I)Vcp 11344.67 7941.27 0 0.0000 Vcp(Ib) 0 Vcp(Ib) Vuay(Ib) Vuay /cDVcp Vua /cDVcp 11344.67 7941.27 0 0.0000 0.0000 Interaction check V.Max(0) <= 0.2 and T.Max(0) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 112" diameter A615 GR. 60 SET -XP anchor(s) with 3.5 in. embedment about:blank Page 2 of 2 F/ 6/21/2010 3 I i- o. c, 0 1 6 cS 6 1 1 1 A., EXILA ZION TIEVNG P.C. WdF ALL , , CD 9O 10 11 12 13 14 15 16 -{28) 0 P.C. PANEL PLACEMENT KEY SCALE: 1" =50' SHUTLER CONSULTING MEM a;;, ;;;' _ ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 * FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No. '� CALCULATED BY STG DATE OF 5 -20 -10 SCALE PRECAST TILT -UP WALL PANEL DESIGN Concrete. Strength (fc) = Reinforcing Steel (f,,) _ Max. depth of reveal ::::4;000::: psi. 60,000 psi. 0.50 in. Minimum steel and maximum spacing... Panel Thickness Maximum Spacing (3 *t or 18" max) Minimum Horiz. Reinf. In2 / foot Minimum Horiz. Reinf. Size & Spacing Minimum Vertical Reinf. In2 / foot Minimum Vertical Reinf. Size & Spacing 6.25 in. 18.00 0.150 in2 / ft. 4 @ 15.71 in. o.c. 0.090 in2 / ft. 4 @ 18.00 in. o.c. - 7.25 in 18.00 0.174 in2/ ft. 4 @ 13.54 in o.c. 0.104 in2 / ft. . -4 @ 18.00 in o.c. 8.00 in. 18.00 0.192 in2 / ft. 4 @ 12.27 in. o.c. 0.115 in2 / ft. 4 @ 18.00 in. o.c. 9.25 in. 18.00 0.222 in2 / ft. 4 @ 10.61 in. o.c. 0.133 ire. / ft. 4 @ 17.69 in. o.c. I Panels without ties... Cover, outside face Cover, Inside face Depth to centroid of steel Panels with ties... 1.00 in. (from reveal) Cover, Outside face 1.00 in. (from face of panel to tie) Cover, inside face 0:75 in. (from face of panel to tie 0.75 in. Depth to centroid of reinforcing steel (No reveal) Panel Thickness Panel Thickness Reveal Depth Max. Bar Size d (in.) 5 . 6.25 in. 0.00 5 4.94 in. 7.25 in. 0.00 6 5.88 in. 8.00 in. 0.00 7 ' 6.56 in. 9.25 in. 0.00 8 7.75 in. Depth to centroid of reinforcing steel (Maximum reveal depth = 0.50 inches) Panel Thickness Panel Thickness Reveal Depth Max. Bar Size d (in.) 5 . 6.25 in. 0.50 • ' 5 4.44 in. 7.25 in. 0.50 6 5.38 in. 8.00 in. 0.50 7 6.06 in. 9.25 in. 0.50 8 7.25 in. Depth to centroid of steel (No. 3 ties with no reveal) Panel Thickness Max. Bar Size Reveal Depth d (in.) 6.25 in. 5 . 0.00 4.56 in. 7.25 in. 6 _ 0.00 5.50 in. 8.00 in. 7 0.00 6.19 in. 9.25 in. 8 0.00 7.38 in. Cover, Outside face Cover, Outside face Cover, inside face 1.00 in. (from face of panel to tie) 1.00 in. (from reveal to vert bar) 0.75 in. (from face of panel to tie) Depth to centroid of steel (No. 3 ties with 0.50 inch reveal) Panel Thickness Max. Bar Size Reveal Depth d (in.) 6.25 in. 5 0.50 4.31 in. 7.25 in. 6 0.50 5.25 in. 8.00 in. 7 0.50 5.94 in. 9.25 in. 8 0.50 7.13 in. 1 MEM AMMI SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road. Suite 100 Bellevue, WA 98005 (425) 450-4075 * FAX (425) 450-4076 JOB Shasta 10 -23 SHEET No. P- OF CALCULATED BY STG DATE 5 -20 -10 RCAI PANEL FIXITY CHECK Wall and Footing Criteria Wall height 26.00 ft. Depth to footing 1.50 ft. Wall thickness 7.25 in. Footing thickness 1.00 ft. Wp 90.63 psf Coef. of fric. between soil and ftg 0.4. Panel Dead Load = 2.49 Kips /ft. Fixity coefficient 0:85' Seismic Criteria Short period spectral response, Ss 139_.:;.;.; % Site soil class D Seismic importance factor, Ip 1.00_...: Fa — 1.000 Maximum short period spectral response, SMS = Fa * Ss = 1.39 Design short period spectral response, SDS = 2/3 * SMS = 0.93 Fp = 0.4 * SDS * 1p * Wp = 33.57 PSF * fixity * ht. /2 = 370.92 PLF Fp(min) = 10% of W = Wp 9.06 PSF * fixity * ht. /2 = 100.14 PLF Rtop _ Vhinge (Seismic) = 370.92 PLF (ULT.) Rtop = Vhinge (Seismic) = 264.94 PLF (WS) Wind Criteria Basic Wind Speed 85, ; MPH Average roof height 28 ft. Effective wind area 25 Square feet Exposure B Wind Zone (4 or 5) 4 (4= typical wall, 5= wall corner) Wind Importance Factor 1.00 X 1 Pnet30 (Pos• pressure) = 12.40 PSF Pnet3o (Neg. pressure) = -13.50 PSF Pnet3o (Design pressure) = -13.50 PSF Pnet = 2L * 1 * Pnet30 = -13.50 PSF Rep = Vhinge (Wind ) = 149.18 PLF MOT (Seismic) MOT (Wind) = 1.22 Kip -ft. / ft. (W.S.) 0.68 Kip -ft. / ft. (W.S.) Use coefficient of friction of 0.5 for bond between panel and footing. MR 2.49 Kip -ft. / ft. at bot. of panel MR 3.32 Kip -ft. / ft. at bot. of footing F. S. at bot of panel 2.05 Seismic, O.K. F. S. at bot of footing 2.73 Seismic, O.K. F. S. at bot of panel F. S. at bot of footing 3.64 Wind, O.K. 4.85 Wind, O.K. v„ Wp Wp ROOF DETHT TO FOOTING FOOTING THICKNESS DETHT TO FOOTING FOOTING THICKNESS SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 ' FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No P- CALCULATED BY STG DATE CT:GI P PANEL FIXITY CHECK OF 5 -20 -10 Wall and Footing Criteria Wall height 26.00 ft. Wall thickness 6.25 in. Wp 78.13 psf Panel Dead Load = 2.15 Kips /ft. Seismic Criteria Short period spectral response, Ss Site soil class Seismic importance factor, Ip 1.00 Fa = 1.000 Maximum short period spectral response, SMS = Fa * Ss = 1.39 Design short period spectral response, SDS = 2/3 * Stits = 0.93 Fp = 0.4 * SDS * Ip *Wp = 28.94 PSF * fixity * ht. /2 = 319.76 PLF Fp(min) = 10% of Wp = 7.81 PSF * fixity * ht. /2. = 86.33 PLF 1:39:«. >:: % D Depth to footing Footing thickness Coef. of fric. between soil and ftg Fixity coefficient _ Rap = Vhinge (Seismic) Rtop = Vhinge (Seismic) Wind Criteria Basic Wind Speed Average roof height Effective wind area Exposure Wind Zone (4 or 5) Wind Importance Factor x Pnet3o (Pos. pressure) Pnet3o (Neg. pressure) Pnet3o (Design pressure) Pnet = X * I * Pnet3o Rtop = Vhinge (Wind ) MOT (Seismic) MoT (Wind) = 319.76 PLF (ULT.) = 228.40 PLF (WS) 85 MPH 28 ft. 25 Square feet B 4 (4= typical wall, 5= wall corner) 1.00 1 12.40 PSF -13.50 PSF -13.50 PSF -13.50 PSF 149.18 PLF = 1.05 Kip -ft. / ft. (W.S.) = 0.68 Kip -ft. / ft. (W.S.) Use coefficient of friction of 0.5 for bond between panel and footing. MR 2.15 Kip -ft. / ft. at bot. of panel MR 2.86 Kip -ft. / ft. at bot. of footing F. S. at bot of panel 2.05 Seismic, O.K. F. S. at bot of footing 2.73 Seismic, O.K. F. S. at bot of panel 3.14 Wind, O.K. F. S. at bot of footing 4.19 Wind, O.K. v, r Wp ROOF 1.50 ft. 1.00 ft. 0.4 0:85«: DETHT TO FOOTING FOOTING THICKNESS DE HT TO FOOTING FOOTING THICKNESS ®® 1115=a SHUTLER ® `` =' CONSULTING Mr 'GM ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB :j {� ��\W� SHEET NO. r — CALCULATED BY -S + -� U DATE 0'L `J OF S7 2- I SCALE t ......j� _ ._ I 1 _.. . MEI MEE ENV WE SH UTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB ShiAf 1P SHEET NO. ? 5 OF CALCULATED BY Ste 10-2-2-D DATE SP1400 SCALE ! 1 1 • i 1 1 - 1 H 1 1 ' 1 . I 1 : I i . LNICtta \_11...Hcjebin<C‘ U i • i T —4, --I— i --1- - - 1 ! 1 • WI. 1.11ti L. ..1 ifr L% ‘41 i : 1 1 1 1 . ; .. _.!... i . 1 ______ _.HL -- .-- - --I- - .E.,<‘'‘04•6 ---itl (_ af_____vw_ I,: '1,, Q,,,, ---: 1 ■ i- - - _., . __ . .:. _ - , • • -,- ! 1 1 • . 1 ! 1 , .. iwp jpi.,Y9 -...-{- v,./2.,) 94)0 , . . . A...7). s .0,-.ortr Tt... -Lc 1:fe,*(.4-10‘4,) 5'oo \‘#/f'-C I i .11,1i _ 1. _ ._ _ . I_. I ..__ . 1,_ i - • - 4171.7( 21_211-k). "J — 1 --- —1 • : 1— I (/ , , r . \ ao‘-t■ (.41.1 LA tt.to : • - - 4 / 4- 11 ; - • - _ • • . 8 4, r)) , -!- • •-, C -L.31 hg' t-- , • • V Li- - -10 I *'- -' -- -t-- • 1 -1,„1 Ajc %c : Zbi;'-1/41°17 (d. 1 i ; •-): ; Let?s, ! 1 r • • - - , - -i . ' (Tcuil(.,6 .1 1c q&i,t, wit !oasts; oo) , , • .,..._ . , • , I . •• • . •. . , • i . . .: b t.)Q 4152'.0 ; i _ L• ' 1.,v. __ _ .. _ . i. l,(0"77 (1--.-l-L. 2- ql . I I 44 .!.5 6.. t 6 "9 . . : 1 I • 1 -I- I , . 1 -I - - I ; 4116161111111 Mik ow ME - - SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB t \Pt A F CALCULATED BY Sib 5 taplio SHEET NO DATE (0- OF SCALE 1 I 1 _._1_ , 04:cv _.L.J, ,,/ Nv■ tiy,-J l'i4:- ,ikit_ 1 i .1 1 . ,_ : _1 ..4__._......_ , , ] -1 VP‘P-t.11U1(1,.) --!1•4:1\t/i4ec /-.1 4 iu‘]7(89 --? . . - kL4 t' . . i ! 1 I ii"6/ T ' I2 PO 4 - r . - 1 -7-- 1. 1 I , , I •, 1 • L _L 1 , 1 I 1 _ — 1- , . , 1 . - 1 1 ._, ! 1 . , I I__ 4_. : _ I 1 i - fr- ,i .__ , ! i I -.. - I 1-- 1 ` -Arfi-EF ONATIN3 ENGINEERS Job Shasta 10-23 Structural Engineers Sheet no. c •) 12503 Bel -Red Road, Suite 100 of _ Bellevue, Washinc;tccr 9005 Calculated by_ (425) 450-4075 ELate 05/26i2010 MO TILT UP WALL DESIGN (Considering F- -Delta effects per Section 14.8 of r Ci 318-05) Tilt- wall design program, version 2.0, latest revision 4 -14 -08 Desrriptico typ. cr 6-1/4 pnl 12 ,22 _________ __________________ Pagel. MU NIMBLE S EELSES 44D DESIal CRITERIA 9 f c: of cmcrete = 4000.00 psi Fy of steel _ _ 60000.00 psi. Basd c wind speed - --> 85 ITH Zone of building (zone a =typ. wall, zone 5=cor}er .--- 4 Wind exp:eure catarIory ( E, C or D ) -.: B L.arla based on a mean roof height 30.00 feet Net design hind pressure O sed on a calc. tri.b area = 19.55 sq ft. Wind importance factor = 1.00 Wind load (p = Laaxia * Iw * F net 30) = 14.10 psf. (p = 1.00 * 1.00 * - 14.10) Seismic importance factor _ 1.0 Site class (A, Ir, C, D, or. E) --., 1) Seismic load, Fp = .4 * Sds ?h Ip * Wp; 0.1 Wp (min) _ 23.94 psf. Fa = 1.00, Ss = 139%, SATs = 1.39, ;.ids = 0.93 Ev = 0.2 * Sds # Ip * D = 0.19 D Maximum allowed overstress - 0.00 7. Wall thi &r,t s for weight. calculations = 6.25 inch. 11 thickness for design calculations = 5.75 inches rarapet height, height of wall above ropf. _. 3.50 feet Design height, distance between floor- and roof. 23.00 feet Fixity coefficient - 0.85 Uniform dead load on design section = 75.00 # / ft. Uniform live load on design sectico 125.00 # / ft. Additicoal wt. applied to wall. ( ie. Stucco. ) •- 0.00 psf. Eccentricity, di.st from center of wall to i.oad -- 7.35 inches Depth to c:entroid of steel .- 2.88 inches Bight. of wall = ,'8.13 psf. Weight of wall on design section _= 1037.11 # / ft. Total design load on design section = 1237.11 # / ft. Staei ratio (A. t ( b . d )) - 0.0062 Modulus. of rupture (7.5 * (f'c'.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.0 ks . n = E_s'E:c = 804 Craddng ftxrent = 31.37 in.- k 7"x:'YFV{.r- - : 1? fjF` * DESIGN MAW ********M**** Ultimate load capacity has been met for all load cases, ( ft < Fhi. * Mn ). Service load deflection is lams than design ht. /150 = 1.5.! in. for all cases. Wall is tension contrcled for all load rases, minintuf, steel strain is 0.01784. Maxifdw axial stress ( 22.69 psi. ) is less than .06 * f'c = 240.00 psi. MILER OONSULT:043ENGINEERS Job Structural Engineers Sheet no. 15) 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 98005 Calculated by (425) 450-4O75 Date 05/26/2010 Description typ. cr 6-1/4 pnl 12-22 Page 2 # 5 Bar @ 17.25 inches o.c. . . CASE �AU = 1�Q @ Roof ( M = F*e-- No r°@e/lecuw/" ) . ' Servib�Defl = ��A. in. Mu = �0�7 in . ' . Ultimate'Defl�= ` N��in.' � .Phi *Mn ' =` ' CASE I -B U 1.4D @ Mid-ht 5*P*e | Service Def . = 0.00 in. Mu = 0.53 in -k | Ultimate Defl.= 0.09 in. Phi * Mn = 34.97 in-k ._____' | CASE II-A U.( 1.2D + 1.6L + 0.5(- or S) ) mRoof (P0fke -- No P*Delta,)| . .' | Service Def . = N.A. in Mu = 1.13 in -k | CASE II-BD = 1.2D + 1.6L+ 0.5(Lr or 8) @ Mid-ht.(M..5*P*e + P*Delta.) . ' . . . ) Service Defl. = 0.01 in Mu = 0.75 in-k� | Ultimate Defl.. 0.13 in Phi * Mn = 34.61 in-k :_--_-___ | CASE DI U = 1.2D + 1.6(Lr or S) +OJ8W . . | Service Defl. = 0.07 in Mu = 10.34 in-k | Ultimate Defl.. 1.63 in Phi *Mn = 34.92 in-k . ' : CASE IV U =1.2D + 1.6W + f1L +V.5V- or S> | ' . | Service Defl. = 0.07 in. Mu = 17.97 in-k | | Ultimate Defl.. 3.20 in. Phi * Mn = 34.61 in -k | | Service Defl. = 0.11 in Mu = 23'.59 in-k | Ultimate Defl.= 4.17 in. Phi * Mn = 34.99 in-k | CASE VI U= 0.9D + 1.6W No Live Load. . . Service Defl. = 0.07 in Mu = 16.12 Ultimate Defl.. 2.93 in. phi * Mn = 33.70 in-k . . Service Defl. = O.1O in. Mu = 19�� in } - `^f Ultimate Defl.. 3.61 in Phi * Mn = 33.23 in-k MILER C0WULTING ENGINEERS Job Shasta 10,-23 Structural Engineers Sheet no. ' �� - 12503 Bel-Red Road, Suite 100 of --- --------� Bellevue, Washingtbm 98005 Calculated (925) 450~4075 Date 05/2£v2010 ***** TILT UP WALL DESIGN ***** ( Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14-08 Description to cr 7-1/4 oil 9-10 ***ft ALLOWABLE STREMES AND DESIGN CRITERIA ***** ' f'cof concrete = 4000 .00 psi F,ofsteel: , _ . '� ' ' - ="6O0C0.00 PEA speed .' . -_>85MPH Basic wind ., Zone of building (zone 4=typ... wall, zone. Wind B, CbrD\ --` B Lamda based on a mean roof height = 30.0D feet Net design wind pressure Ms.sed .onacalc. .trib area = 19.55 soft. Wind importance factor = 1.00 Wind load ( p = Lamda * Iw * P net 30 ) ' = 14.10 psf. (p = 1.00 * 1.00 *-14.1O) Seismic importance factor = 1.00 Site class (A, B, C, 8, or E) ---> D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 33.57 psf. Fa = 1.00, Ss = 139Z, Sms = 109, Eds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum allowed overstress = 0.00 % Wall thickness for weight calculations = 7.25 inches .al thickness for design calculations = 6.75 inches Parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0.85 Uhiform dead load on design section = 300.00 # / ft. Lhiform live load on design section = 500.00 # / ft, Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 Eccentricity, dist frown center of wall tp load = 7.13 inches - Depth to centroid of steel = 3.38 inches. Weight of wall = 90.63 psf. Weight of wall on design section = 1203.05 #/ft. Total design load on design section � = 2003.05 # / ft. Steel ratio ( As / ( b * d )) = 0.0045 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 .ksi. o.~ Es / Ez = 8.04 CrackingMvent = 43^22 in. -k Page 1 DESIGN SUMMARY Ultimate load capacity has LE01 met for all load cases, ( Mu < Phi * Mn ). Service load deflection is less than design ht./150 = 1.56 in for all cases. Wall is tension omtroled for all load cases, minimum steel strain is 0.02301. Maximum axial stress ( 26.94 psi. ) is less than .06 * f'c = 240.00 psi. SHDDJER C0SITINGENGINEERS Job Shasta Structural Engineers Sheet no. W1 0 12503 Bel-Red Road, Suite 1� of Bellevue, Wash�g�m Calculated by S� (425) 45O-4075 Date 05/26/2010 Description typ cr 7-1/4 onl 9-10 Page 2 # 5 Bar @ 20L25 inches o.c. | [AS: I-AV= 1.4D @ Roof ( M =P*e > ' -_- -_-- Servve Defl. = in '. �` Mu = 2.99 | ' | UItimateDefl.= N.A. in. ''�� . �'`,phi*Mn = 33,07 in-k`| . . [ASE I -B U = 1.40 @ Mid-ht. (M=.5*F*e +p*Deflection.) | Service Defl. = 0.01 in. ' Mu = 2.08 in-k | | Ultimate Defl.= 0.28 in Rd * Mn = ��74 in-k | .-- . . . | CASE II-A U=( 1.2D + 1.6L + 0.5(Lr or S) ) @ Roof (1410? -- No P*Dalta.)| ' Service Defl. = N.A. in. Mu = 4.35 in-k = . . | Service Defl. = 0.01 in Mu = 2.99 in -k | | Ultimate %ef .= 0.40 in Phi * Mn = 37�0 in-k ; / . . ' . . | Service Defl. = 0J06 in Mu = 15.98 in-k | | Ultimate Def .= 2.06 in. Phi * Mn = 39.11 in-k | . . : CASE IV U = 1.2D + 1.6W + f1L + O.5(-ror S) � ' ' ' | Service Defl. = 0J06 in Mu = 20.79 in-k | Ultimate Defl.= 2.77 in. Phi * Mn = 37.60 in -k | | Service Defl. = 0l9 in. Mu = 29.62 in-k | Ultimate Def .= 3.91 in Phi *Mn = 37.95 in-k | CASE VI U = 0.9D + 1.6WNo LiveLoad, Service Defl. = 0.05 in. • -. . • • Mu = • 17.12 in-k | 'Ultimate Defl.= 2.38 in. Phi * Mn = 35.66 in -k | CASE0I U = 0.9D - LOE No Live Load. • ' • . . Service Defl. = 0.06 in Mu • = 23.60 • Ultimate Defl... 3]4 in. Phi * Mn = 34.89 in-k | • S8MER CONSULTING ENGINEERS job Shasta 10_23 Structural Engineers Sheet no. kl 125)3 Bel-Red Road, Suite 1(X) of Bellevue, Washihotcm 98005 Calculated ____. (425) 450-4075 Date 05/26/2010 *****TILT UP WALL DESIGN ***** (Considering P-Delta effects per Sectico 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14-08 Description 11 6-1/4 **** STRESSES AND DE3IGNCRUERIA ***** f'c of concrete = 4000l0 �1 p�ofst�1 � = - Basic wind speed . _-> 85 MPH Zonepf building `(/cme 4=tvo wall zone 4 Lamda based on a mean roof height = 30J0 feet Netdesiq wind pres�re'based on a calc. trib ib area 19.55 = 19.55 ft. Wind importance factor = 1.00 Wind load ( p=Lamda * Iw * P net 30 ) = 14.10 psf. (p = 1.00 * 1.00 * -14.10) Seismic importance factor = 1.00 Site class (A, B, C, D, or E) --fD Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 28.94 psf. Fa = 1,00, Ss = 139%' Sms= 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum allowed overstress = 0.00 % Wall thickness for weight calculations = 6.25 inches 41 thidmess for design calculations = 5.75 inches rarapet height, height of wall above roof. = 3.50 feet Design height, distamoebetween floor and roof. = 23.00 feet Fixity coefficient = 0.85 Uniform dead load on design section = 300,00 # / ft. thiform live load on design sectico = 500.00 # / ft. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf, Eccentricity, dist from center of wall to load = 6.63 inches Depth to centroid of steel = 2.88 inches Weight of wall = 78.13 psf. Weight of wall on design section = 1037.11 # / ft. Total design load on design sectico = 1837.11 # / ft. Steel ratio ( As / ( b * d )) = 0.0062 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Cbmccete ) = 3605.00 ksi. n = Es/ Ec = 8.04 CmckingMomait = 31.37 in.-k Rage DESIGN SUMMARY Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mh ). Service load deflectimo is less than design ht./150 = 1.56 in. for all cases. Wall is temsicm comtroled for all load cases, minimum steel strain is 0.01669. Maximum axial stress ( 28.29 psi. ) is less than .06 * f'c = 240.00 psi. SMILER ORILTING ENGINEERS Job Shasta 10 -23 Structural Engineers Sheet ncJ. 1 12503 Bel-Red Road, Suite 100 of Bellevue„ Washington 913005 Calculated t':' ._ _:_. (425) 450--4075 D, tN 05/26/2010_______ Description typ cr _pnl 11 6 -1/4 # 5 Bar 0 17.25 inches o.c. CASE I-A U = 1.4D 8 Roof ( M = F' -- No F' #I fle tics-,. ) Service Defl. = N.A. in. Mu 2.7e in -r: Ultimate Defl.= N.A. ire. Phi * r = 32..:7 in -k Page CASE I -B U = 1.48 8 Mid -ht. A'M=.54F e + P*Deflection. ) ; Service Defl. . 0.01 in. Mu _ 2.06 in-1, ; Ultimate Defl.= 0.36 in. Phi * 1 = 35.69 in-k , ; CASE II-A U.( 1.2D + 1.61- + 0.5(Lr or 8) ) @ Roof (t 'e -- tt f*Delta.) ; Service Defl. = N.A. in. Ultimate Defl.= N.A. in. {fit 4.C4 in-k Phi * Mn = 32.81 in-k CASE II -8 U = 1.2D + 1.6L + 0.5(Lr or S) @Mid- ht.(hk -.Dtt e + F'*Delt'.) Service Deft. = 0.02 in. Mu - 2.99 irr-F:. ; Ultimate Defl.= 0.52 in. Phi.* Ph = 35.65 in--k ; CASE III U = 1.2D + 1.6(Lr or 8) + 0.8W ; , Service Defl. = 0.09 in. itt - 17.41 in-k ; Ultimate Defl.= 2.95 in. Fhi * Mn 36.89 in-k CASE IV U==1.2D +1.6W +flL +0.5(LrorS) , ; Service Defl. = 0.09 in. Mu 22.09 in-k Ultimate Defl.= 3.35 _in. Phi * Ph 35.65 in CASE 'd U = =1.2D +1.0E +fi*L +f2*s (f2 =0.2) ; Service Defl. = 0.12 in. Mu - 27.65 irr....1'; Ultimate Defl.. 4.79 in. Phi * Mn 35.87 in -k ; CASE VI U = 0.98 + 1.6W No Live Load. ; Service Deft. = 0.08 in. Mu 17.65 ink. ; Ultimate Defl.= 3.17 in. Phi * Mn 34.17 in - -k. CD` :E VII U = 0.98 ._ 1.0E No Live Load. ' Service Defl. = 0.11 in. MA 20.95 in : ; Ultimate Defl.=:. 3.82 in. Phi * Mn = 33.60 in ; MILER Cilai]INGElEINEERS Job Shas job Shaqta 1� ``` Structural Engineers. Sheet f< 12503 Bel-Red Rnad, Suite 0O of Delleme, Washington 980O5 Calculated by (425) 450-4075 Da (Considering P-Delta. effectS per Section 14.8 of ACI 318-05) Tilt- wall design program, versipn 2.0, latest revision 4-14_08 Description tyo. cr 6-1/4 cml 1-4 Page 1 MU ALLOWABLE STRESSES Aft DESIGN CRITERIA f'c of concrete = 4OOO. Fy of steel: ' oV psi. Basic wind speed ''"^ ."" Zone of building wall, ^4! Wind B, Cor B)� � -_> B Lamdahased on a mean roof height feet Net design wind pressure based on a calc. trib area = 17.43 sq ft. Wind importance factor = 1.00 Wind load ( p = Laffda * Iw * P net 30 ) = 14.10 psf (p = 1.00 * 1.00 * -14.10) Seismic impOrtance factor = 1.00 Site class (A, B, C, prB ---> D, Fa = 1l0, Ss = 139%, Sms = 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19D Maximum allowed overstress = 0.00 % Wall thickness for weight calculations = 6.25 inches jl thidmess for design calculations. = 5.75 inches Parapet height, height of wall above roof, = 6.00 feet Design height, distance between floor and roof. = 20.50 feet Fixity coefficient = 0.85 Uniform dead laad on design section = 300.00 # / ft. Uniform live load on design section = 500.00 # / ft. Pdditional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.63 inches Depth to cemtroid of steel = 2.88 inches Weight of wall = 78.13 psf. Weight of wall on design section = 1149.41 # / ft. Total design load on design section = 1949.41 # / ft. Steel ratio ( As / ( b * d )) = 0.0062 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus. ofelasticity ( Concrete ) = 3605.00 ksi. n = Es /Ec = 8.04 Cracking Moment = 31.37 in.-k ********0***** DESIGN COW Ultimate load capacity has been met for all load cases, ( Mu< Phi * Mn ). Service load deflection is less than desigoht^/15O = 1.39 in. for all cases. Wall is tmsion oontrnled for all load cases, minimum steel strain is 0.01652. Maximum axial stress ( 30.55 psi. ) is less than .06 * f'c = 240.00 psi. AJMEROIBITI14.3BNGBEER5 Job Shasta 10-23 Structural Engineers Sheet no7".:_TA_______ Bellevue, Washington 92005 Calo „dated by Mt # 5 far @ 17.25 inches o.c. CASE 1-*U= 1.4D@Roof ( M=F*e_ No . ) | Service Defl. = N.A. in Mu ' = 2.78 in-k|' [Ultimate Defl.= . N.A. in~ ` ` `Phi *Mn = 32,37 jn-k'| | CASEI-BU =1.4D@ Mid-ht (M=.5*P*e +P*Deflection^) . . � '. / �� ' | Service Defl. = 0.01 in. Mu = 1.93 in -k | |CASE II-A U=( 1.2D + 1.6L + 0.5(Lr orS))@Roof (ffle-No P*Delta.)| . . ' . | Service Defl = N.A. in. Mu = 4.04in-k | Ultimate Defl.= N.A. in. Phi * Mn = 32J8 in-k . . ' . . | CASE II -8 U = 1.2D + 1.6L + 0.5(Lr or S) @ Mid -ht.(M=.54f3e + P*Delta.) . . / . ) Service Defl. = 0.02 in. Mu = 2.78 in-k | Ultimate Defl.= 0.38 in. Phi * Mh = 35.9 in-k. CASE DI U = 12D + 1.6(Lz or 8) + 0.8W Service Defl. = 0.06 in. Mu = 13.61 in -k : Ultimate Defl.= ' 1.82 in Phi *Mn = 37.20 in -k . `. | [ASE IV U = 1.2D + 1.6W + f1L + 0.5(- or S) . . | Service Defl. = 0.06 in. Mu = 16.92 in -k | Ultimate Defl.= 2.33 in. Phi * Mn = 35.95 in -k . , . . | CASE V U = 1.2D + 1.0E + fl*L + f2*S (f2 = 0.2) . . | Service Defl. = 0.08 in. Mu = 20.91 in-k. | CASE VI U= 0.9D+ 1.644 NO Live Load. | , ~ ' | Service Defl. = 0.05 in. Mu = 13.71 in -k | | Ultimate Defl.= 1.95 in. Phi *Mn = 34.40 in-k. : | CASE VII U =O.9D - 1.0E No Live Load. ` | . . Service Defl 0.07 in. Ultimate Defl.= 2.351n, phi * Mn = 33.78 in -k W IER CttE__iTIt 3 ENGINEERS Job Shasta i! 23 Structural Engineers. Sheet no. 12503 Bel. -Red Road, Site 100 of Bellevue, Washington 98005 Calculated b'y (425) 4550 -4075 Date 05t f t}10 *# TILT LP WALL_ DESIGN (Considering P-Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, .latest revision 4- 14-08 3 Description tyP cr 7-1/4 poi 23-26 Page 1 PLLINAELE STRESSES ES #lt! DESIGN CRITERIA ERIA *** o f'c of concrete _ 4000.00 psi Fy of steal - 60000.00 y psi Pesic wind speed ---> 85 MPH Zone of building (zone 4 =typ, wall, gone 5=corner - .> 4 Wind exposure ca+ctc ry ( D, C or D ) ;> r Laireda based on a ,jai-, roof height - 30.00 feet Het design wind pressure based on a oak. tri.b area = 17.43 sy ft. Wind importance factor 1.00 Wind load ( p = Lamda * Iw * P net 30 ) 14.10 psf. (p 1.00 * 1.00 * -14.10) Seismic importance factor . - 1.00 Site class (A, B, C, 8, or E) Seismic load, Fp = .4 * `ids * ip * Wp, 0.1 Wp (min) _ 33.57 psf. Fa = 1.00, Ss =- 13924 '.ails = 1.39, S Js = 0.93 _ Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum alloWed overstress - 0.00 Gall thi.d<ness for weight calculations = 7.25 inches }11 thickness for design calculations = 6.75 inches t`arapet height, height of wall above roof. _ 6.00 feet Design height, distance between floor and roof. = 20.50 feet Fixity coefficient 0.85 Uniform dead load c in design section - 330.00 # / ft. Uniform live load on design section - 550.00 # / ft. Additional apt. applied to wall. ( ie. Stucco. ) 0.00 psf. Eccentricity, dist from center of wall to load 6.00 inches Depth to cFntroid of steel = 3.38 inct s Weight of wall = 90.63 psf. Weight of wall on design section = 1333.32 # / ft. Total design load on design section __ 2213.32 # / ft. Steel ratio (As / ( b * d )) 0.0045 Modulus of rupture (7.5 * (f'0.5)) 474.34 psi. I'kxulus of elasticity ( Concrete ) = 3x05.00 bsi. n = Es. /Et, = 8.04 Cracking Moment 13.2' in..k 1,1=0000101410 DESIGN MARY iii * ** * ` * p Ultimate load capacity has been met for all load cases, ( Mu •:: F'hi * Mn ) . Service load deflection is less than design ht. /1 •0 = 1.39 in. for all cases. Wall is tension controled for all load cases, minimum steel strain is 0.02255. Maximum axial stress ( 29.80 psi.. ) is less than . * f'c = 2400.00 psi:. SHUTLER CONSULTING ENGINEERS Job Shata Structural Engineers Sheet mo. 12503 Bel-Red Rd. :3jjte 1C) of Bellevue, Washingtom 98OO5 Calculated by 4t51412 (425) 458-4075 Da Page2 cr .-__-____- # 5 Bar @ 2O25 inches o.c. _ | 'Service Defl. = N.A. in Mu = _ ' ^ . '` Ultimate Defl.. N.A. is Phd*Mn -= 33.18 in-�| ' CAT l-BU = 1.4D@Mid-ht. (M=,5*P*e`+ .) - | Service Defl. = 0.00 in Mu =` ' 1J83 'in-k | | Ultimate Defl.= 0.19 in. Phi *Mr. = ::=:.___ ��5�� ' . ' | CASE II-A U=( 1.2D + 1.6L + 0.5(Lr or S) ) @ Roof VM=P*e -- NoF*Delta.>� . ' ' . . . Service Defl. = N.A. in Mu = 4.03 in-k : : Ultimate Defl.. N.A. in. Phi * Mn = 3�77 �� | .__- -_ . . .' | CASE II-B U = 1.2D + it + 0.5(Lr or 8) @ .(M=.5*P*e +F*Delta ) : . . / Service Defl. = 0.01 in. Mu - 2.64 in -k | Ultimate Defl.= 0.28 in Phi * Mn = 38.20 in-k. | .=.--_-___ . . | CASE III U = 1.2D + 1.6(Lr or S) + O.8W / ' ' . . . ���� ' Service Defl. = 0.04 in Mu = 12.63 in -k | | Ultimate Defl.= 1.27 in. Phi * Mh = 39.86 in-k | . ' . � ��� � ' � | �X� 1V � = 1.2D + 1.6W+ f1L + O.5(Lr or S> | . • . . . . . Service Defl. = 0.04 in Mu = 16.11 in-k. | | CASE U = 1.2D+ 1.0E + f1*L + f2*S (f2 = 0.2) | � ' . . | Service Defl. = 0.06 in. It '� = 22.65 in-k ' | Ultimate Defl.. 2.35 in. Phi * Mn = 38,59 in-k . . | CASE Vi U= 0.9D + 1.6W No Live Load. , |- __ | ' ' Service Defl. = 0.03 in. It = 13.35 in | | Ultimate Defl.. 1.46 in Phi * Mn = 36.06 in-k | | CASE VII U = 0.9D- 1.0E No Live Load. 1,, Service Defl. Defl. = 0.05 in Mu = ^ EflUTLER; WILTING t TINE E3'4;It _E S Job Shasta_ 10-23 Structural Engineers Sk t no.____ ��Ty_ ._.__ 12503 Bel -Red Road, `?rite 100 of Bellevue, Washington 98005 Calculated by ,c �� (425) 450 -4075 Date 05/26/2010 ** TILT LP WALL DESIGN ** (Considering P -.t 1ta effects per Section 14.68 of PEI Tilt- wall design program, version 2.0, latest revision 4-14-08 Description la, cr 7 -1/4 pnl 5 -7 WI* ALLMAELE :STTES €S AND DESIf 4 CRITE7RIA 4143* f'c of concrete = 4000.00 psi r y of steel. = 60 0 j.00 _ �i Basic wind speed -:, 85 11.11 Zone of Wilding (cone 4=typ. wall, zone 5=corner '.-::> 4 Wind exposure category.( B, C or D ) -:. La,T,da based cn a mean roof height = 30.00 feet Net design wind pressure based on a calc. trib area = 19.55 sag ft. Wind importance factor = 1.00 Wind load ( p = Larnia * Iw * P net 30 ) ..- 14.10 psf. (p = 1.00 * 1.00 * -- 14.10) Seismic :importance factor 1.; Site class (A, 8, C, D, or E) ---> i; Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 33.57 -psf. Fa = 1.00, Ss = 139"1, Sms = 1.39, Sds = 0.93 Ev =0.2 * Sds *Ip *IF = 0.19D Maximum allowed overstress _. 0.00 Wall thickness. for weight calculations - 7.25 inches )11 thickness for design calculations 6.75 inches rarapet height, height of wall above roof. 3.50 feet Design height, distance between floor and roof. _ :3.00 feet Fixity coefficient = 0.85 Uniform dead load on design secticn -- 75.00 # / ft. Uniform live load on design section 125.03 #_i ft. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.00 inches Depth to centroid of steel = 3.38 inches Might of wall = 90.63_ psf. Weight of wall on design section = 1203.05 # / ft. Total design load on design section = 1403.05 # / ft. Steel ratio (A / (b * d )) _ 0.0045 Modulus of rupture (7.5 * (f'c''.5)) 474.34 psi. Modulus of elasticity ( Concrete crete ) -. 3605.00 Nsi. o = Es / Ec 8.04 Cracking Moment .... 43.2; in.- -k Page 1 341011010t***** DESIGN SLPf!Y Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn ), Service load deflection is less than design ht./150 = 1.56 in. for all cases. Wall is tension contr'oled for all load cases, mini( wn ste=el strain is 0.02467. Maximum axial stress ( 22.16 psi. ) is less than .06 * f'c = 240.03 psi. **if -$- * , SHDDJM 00611.TING ENGINEERS Job Shasta Structural Engineers Sheet no. �[t �� B��� ��, S�� 100 � ' Bellevue, Washington 98005 Calculated (425) 450-4075 Date O - Descri . # 5 Bar @ 20.25 ihcheso.c. . . . , CAE��AU=1�D@Bpof(M=F�� --no FIDeflection. 1 . • Service -- i ��zceDeti. = N.A. in ' Mu = 0^63 in -k / Ultimate Defl.= � in. ' �'Phi *Mn = 32.18 in-k`| | CASE I -8 U = 1.4D @ Mid-ht. (M--..5*P*e + -__� .) : Service Defl. = 0J0 in = 0.42 in-k Ultimate Defl.= 0.06 in Phi * Mh = 36.87 . , . .CASE II-AU=(1.2D+1.6L+�5(zorS)) @����.-No���.)| . , . ` . Service Defl. = N.A. in. Mu 0.92 in : Ultimate Defl.= N.A. in. Phi * Mn = 32.32 in-k '-- ' ' . CASE II-B U = 1.2D + 1.6L + 0.5(- or S) @ Mid-ht '5*p*e + P*Delta.) | . ' ' Service Defl.= 0.00 in. Mu = 0.59ill-k | Ultimate Defl.= 0.08 in, Phi * Mn = ''.33 in-k ' . ______' . | CASE III U =1.2D + 1.6(Lr or S) + O�W ' . � . ' ' ' Service Defl. = 0.05 in. Mu = 9.60 in-k | | Ultimate Defl.= 1.30 in. Phi * Mn = 36.71 in-k. | � . . ' ' . CASE IV U = 1.2D + 1.6W + f1L + 0.5(z or S) ' . . . . . Service Def . = 0J5 in.' Mu = 17.14 in-k | | Ultimate Defl = 2.35jo. Phi * Mn = 36.33 in-k | . . . | CASE U=1.2D + 1.0E + f1*L + f2*S (f2 = O�) ' . . Service "=.^. = 0.07 in. nu = 25.93 in-k | | Ultimate Defl,= 3.51 in. Phi * Mn = 36�8 in-k | |-_-_,_� . | CASE VI U = 0.98 + 1.6W No Live Load. � ' . . . . ' | Service Defl. = 0.07 in Mu = 22.33 in-k i ! ' Ultimate Defl.= 3.20 in Phi *Mn = 34L44 in-k |--- . NEU MEI BMW MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB Sf-Y6A" o - h SHEET NO. V -16\ OF CALCULATED BY DATE 2-I // 0 SCALE • m6101Doc•L- 1"?-•) •- 4 1 . ; --... .i A■L fLio $4■• 4:;C 4 I ; • __.1■ k 91:f'fd i ,,i e‘,0 11!sp,;, 6 .-7-- A 1-, ■1 :c 2i _1:1,10 "3 Iwo ; iikotAllr - -; — --- , ‘5 v? C) --1.- I s`v/ r -------r-- -1-- , -,- : i__-- ! . i LS loofrf-t- ! 5 edj t) • (9'1/4: OA, o 1/4'40(f; •■ • ' : --t 1.- • • ; ! j -01 1.. I 1 - ,_1 --"'1) • I 1 i. • ; • • -4; 4 • • _L_ I _ _t_ • . , v..i, '''-'":1) 7 _._ -L's • i • • , ; :‘e;C■04 tV lir' 1 . [ • -.1 -- ccIlt 1.0 'N)1,_ ip . • j-• ••••-t • IS1) V‘ 4'114 c# 1 ss) s mrevors..94mhers4.1, • ; ": • • k'weic C 2,11`- (P3 1 + S` MILER cmJncBEMERS Structural EnginEers 12503 Bel-Red Road, Suite 100 Bellevue, Washingtcn 98005 (425) 450-4075 Job Shasta Sheet no. of Date 05/26/2010 ***** TILT UP WALL DESIGN '***** (Considering P-Delta effects per Tilt- wall design program, version 2.0, latest revision 4-14-08 Description man door_ppl 6 Page 1 f'c of concrete ' �_ , ` � = 4000J0 psi Fy of steel psi Basicwihd'speed '�. . /�� �`� ', . __> 85MP{ Zone of building (zone 4 = typ. Well, Wind ex � ( B,C or D ) . -_->B Lamda based on a mean roof height = Net design wind pressure based on a caJc. trib area = Wind importance factor = Wind load ( p = Lamda * Iw * P net 30 ) = (p = 1.00 * 1.00 * -12.70) Seismic factor = 1.00 Site class (A, B, C, D, or E) -f D Seismic load, Fp = .4*Sds. * Ip * Wp, 0.1 Wp (min) = 33.57_pef. Fa = 1.00-, Ss = 139%, Sms = 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum % � allowed overstress = . Wall thickness for weight calculations = 7.25 inches 11 thickness for deign calculations 6.75 inches ,arapet height, height of wall above roof. ' = 3.50 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient 0.85 Tributary width for design loads = 3.42 feet Uniform dead load on design section = 75.00 # / ft. Uniform live load on design section = 125.00 # / ft. Concentrated dead load on design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. ' from EcEccentricity, dist f� center = mter of wall to load - 7. 88i nc Depth to centroid of steel = 5.25 inches Weight of wall = 90.63 psf. Weight of wall on design section = 4114.42 lbs. Total design load on design section ' = 4798.42 lbs. Steel ratio ( As / ( b *'d )) = 0.0029 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Dmrrete ) = 3605,00 ksi. n = Es / Ec = 8.04 Cracking Moment = 72.04 in.-k DESIGN atrARY wouravoon Ultimate load capacity has been met fur all load cases, ( Mu < Phi *Mh ). Service load deflection is less than design ht./150 = 1.56 in. for all cases. Wall is tension comtroled for all load cases, minimum steel strain is 0,O3407. ^'-uimum axial stress ( 45.48 psi. ) is less than .06 * f'c = 240.00 psi. 30.00 feet 66.86 sg ft. 1.00 12.70 psf. E•LJrLER C: EtITIt4v ENGINEERS Job Shasta 1f>-23 Structural Engineers. Sheet no. y 21 12503 Bel -Red Road, Suite 100 of Bellevue, Washington 5 005 Calculated by. q_ (425) 450 -4075 Date 05/26/2010 Description man door pnl 6 1 Number 5 Bars Results shown are for 20.00 inch wide section. CAT' 1 -°A U = 1.3D =. Roof ( 11 = F',# -. No F'*Deflettion. ) Service Defl. = N.A. in. MU _ 2.83 in-4; Ultimate Defi.= N.A. in. Phi * Mn = 86.40 in•-k Page 2 CASE I -B U = 1.40 t Mid -ht. (M=.5 *e + P*Defiection.) Service Defl. = 0.00 in MU = 1.70 in-k Ultimate Defl.= 0.05 in. - F'hi * Mh 111.96 in--k AS II-A U=( 1.20 + 1.6L + ~0.5(Lr or S)) to Roof (f*e -- No F*Delta.); , Service Defl. = N.A. in. MU 4.11 in-k. ; _ Ultimate Defl.= N.A. in Phi. * Mn 87.12 in-k ; CAC II -D U = 1.: 0 + 1.6. + 0.5(Lr or S) @ Mid-ht.(. ° F'*e + F'1Delta.) ; , Service Deft. = 0.01 in. Mu = 2.43 in-k. Ultimate Defl.= 0.07 in Phi * Mn = 109.05 in-k CASE III U =1.'2D+1.6(Lror8) +0.8W , , , , Service Defl. = 0.09 Ultimate Defl.= 0. 79 in. Phi * Mn - 111.13 in--k ; , CASE IV U 1.20 + 1.64 + f1L + 0.5(Lr or S) Service Defl. = 0.09 in. MU 49.50 in-k ; Ultimate Defl.. 1.39 in. Phi * Mn - 109.05 in-k. , CA`sV U =1.2D+ 1.0E ., fill_ +f2*S (f2 =0.2) , SRrvicre Defl. = 0.16 in. , ML! 81.26 i.17--k , Ultimate Defl.= 2.23 in. Phi * Mn = 112.05 in-k ; C A S VI- U= 0.9D +1. W No LiveLc d. Service Defl. = 0.08 in. MU 46.15 in -k. Ultimate Defi.= 1.37 in. Phi * Mn - 102.32 in-k C' +I:3 VII U 0.90 - 1.0E No Live Load. Service Defl. = 0.15 in. Ultimate Deft.-: 2.26 in. Mu = 73.60 in -k ; Phi * Mn = 95.73 in : ; .. ^ EflUfill MOLTING BNGREERS Job Shasta Structural Engineers Sheet no. Viq-- 12503 Bel-Red Road, Suite 1OO of Bellevue, Washington 98005 Calculated (425) 450-4075 Date 05/26/2010 ***** TILT UP WALL DESIGN ***** (Considering P -Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14-00 Description man door_gnl 6 Page 1 ***** ALLOWABLE STRESSES AND DESIGN CRI|tpIA ***** r c o/ r concrete = -- Pi Py of steel - -= 60000.00. psi Basic wind speed. ' � -->85 MF� Zone of (tone t � wall zone ' 4 ' .` . Lamda based on a mean roof height = 30.00 feet Net design wind pressure based on acalc, trib area = Wind ce factor' = Wind load ( p = Lamda * Iw * P net 30 ) = Seismic importance factor = 1.00 Site_class (A, 8, C, I, or E) -> 8 Seismic load, Fp =.4 * Sds * ip * Wp, 0.1 Wp (min) = 33.57 psf. Fa = 1.00, Ss = 139% Sms = 1.39, Sds = 0.93 Ey = O2* Sds * Ip* D = 0.19 D Maximum allowed overstress = 0.00 % Wall thidmess for weight calculations. = 7.25 inches )ll thickness for design calculations = 6^75 inches Parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0.85 Tributary width for design loads = 2.67 feet Uniform dead load on design section = 75.00 # / ft. Uniform live load on design section = 125.00 # / ft. Concentrated dead load on design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center ef wail to load = 7.88 inches Depth to centroid of steel = 5.25 inches Weight of wall = 90.63 psf. Weight of wall on design section = 3212.14 lbs, Total design load on design section = 3746.14 lbs. Steel ratio ( As / ( b * d )) = 0.0049 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es /Ec = 8.04 Cracking Moment = 43.22 in. -k 52.20 sq ft. 1.00 12.70 psf. 0ESIGN8MARY Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn ). Service load deflection is less than design ht./150 = 1.56 in. for all cases. Wall is � � msion nt�led for all load cases, minimum steel strain is 0.020 . ~xximum axial stress ( 59.18 psi. ) is less than .O6 * f'c = 240.00 psi. S-Lril.ER ONEJIJIttBNGINEERS Job Shasta 10-23 Structural Engineers Sheet no. . V 724 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 9800 (425) 450-4075 Date 05/26/2010 Description man door pnl 6 Page 2 1 Nbmber 5 Bars Results shown are for 12J}O inch section. . ' | CASE I-AU= 1.4Q @ Roof ( M'=P*e--wb .`) . ' '=` �u ` ` Mu!�'_ . ^ 2.21 | - 1 Ultimate Defl.= NJA, in Ph *Mb = 84.50 in-k. ' . . .. . | CASE I-BU= 1.4D@ Mid-ht. 5*P*e + .) | . ' ' . . : Service Defl. = 0.00 in. Mu = 1.30 in -k | | Ultimate Defl.= 0.04 in. Phi * W. = 103.67 in | . ' ________ | 11-AU=(12D+1~6L+0.5CLr or8))@ Roof (1`•kile-No P*Delta.)| | Service Defl. = N.A. in. Mu = 3.21 in-k | Ultimate Defl.=. N.A. in. Phi *Mn = 85�� in-k ' . | CASE II-B U = 1.2D + 1*6L + 0.50x or 8) @ Mid-ht.(M=.5*P*e + P*Delta.) � | | Service Defl. = 0.01 in. Mu = 1.86 in-k 1 Ultimate Defl.= 0.06 in. Phi * Mn = 101.50 in-k . ' | CASE DI U = 1.2D + 1.6(z or 8) + 0J8W . . . ' | Service Defl. = 0.11 in. Mu = 21.84 in-k : Ultimate Defl.= 0.70 in. Phi *Mn = 103.05 in-k ' . / Service Defl. = 0.11 in. Mu = 37.96 in-k | | Ultimate Defl.= 1.23 in. Phi * Mn = 101.50 in-k | ' . | CASEV U = 1.2D + 1.0E + f1*L + f2*S (f2= 0.2) | . . | Service Defl. = 0.20 in. Mu = 62.25 in-k | : Ultimate Den.. 1.98 in. Phi * Mn = 103J4 in-k | . . . ' . | CASE VI U = 0.9D + 1.6W No Live Load. ' . ' . 1 Service Defl. = 0.11 in. Mu = 35L50 in-k ( | Ultimate Defl.= 1.20 in. Phi * MI = 96.45 in-k. | . . | CASE VII U = 0.9D - 1.0E No Live Load. ' . . . "!, Service Defl. - 0.20 in nu = rm./a zn-x | / 0tinate Defl.= 1.96 in. Phi * Mn = 93.76 in-k 1 . . �� . ERITLEBCENSULTI43 ENGICTS Structural EnginPers 12503 Bel-Red Road, Suite 100 Bellevue, Washingtal 98005 (425) 45O-4O75 Job Shasta 10:23 _ Sheet no. k.1.4 of Date 05/26/2010 ***** TILT UP WALL DESIGN ***** (Considering P-Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14-08 Description man door pill 15 21 Page 1 ***** ALLOWABLE STRESKS AND DESIGN CRITERIA 0*** ft of concrete • = Fy of steel ^ = Basic wind speed _ _` building _-) Lamda based on a mean roof height Net design wind pressure based on a �lc. �ibarea = Wind importance factor Wind load ( p = , * Iw * P net 30 ) (p 1.00 * 1.00 *-12 70) Seismic importance factor 4000.00 psi `6OOOO OO psi. ^ 85 MPH 4 • 30.00 feet R . 66.86 ft. sq f 1.00 12.70 psf. 1.00 28.94 psf. = Site class (A, B, C, D, or E) -f D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = Ev = 0.2 * Sds * Ip * D = 0.190 Maximum allowed overstress = 0.00 % Wall thidmess for weight calculations = 6.25 inches )ll thickness for design calculations = 5.75 inches parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 23.0O feet coefficient' = 0.85 Tributary width for design loads = 3.42 feet Uhiform dead load on design section = 75.00 # / ft. Uniform live load on design section = 125.00 # / ft. Concentrated dead load un design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 7.38 inches Depth to centroid of steel = 4.31 inches Weight of wall = 78.13 psf. Weight of wall on design section = 3546.91 lbs. Total design load on design section = 4230.91 lbs. Steel ratio ( As / ( b * d )) = 0.0036 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 52.28 in._k DESIGN SLIMY 0timatelcad capacity has been met for all load cases, ( Mu < Phi * Mh ). Service load deflecticc is less than design ht./150 = 1.56 in. for all cases. Wall is tension controled for all load cases, minimum steel strain is 0.02844. -mimum axial stress ( 46.56 psi. ) is less than .06 * f'c = 240.00 psi. SH15110 03131111113 E0GINEERS Structural Engineers Sheet m. 12503 Bel-Red Road, Suite 100 of Pelleme, Washington 98O05 Calculated (425) 450-4075 Da�� -------- Description man «uu _el 15 21 Page 2 1 Number 5 Bars `. Results shown are are for 20J0 inch wide section. ` | ' CASE I-_ \ v =1 . y u @ w o m f ( .n - P*e No ^ ) � Service�C��.= �u�A'in. `� Mu � _ �� � = 2.65 ih-�'| . , _________ ____- . ( CASE 1-B U = 1.4Q @ Mid-ht. 01= 5*P*e + F*Deflection.) ' . . . ' . Service Defl.= 0.00 in. Mu = 1J2 in-k | | Ultimate Defl.= 0.07 in. phi *Mh = 88.37 in-k| ' : CASE II-Ai=( 1.2D+ 1.6L +0.5(Lr or 8) ) @Roof (M.fle - No P*Delta.)� . . . . . Service Defl. = N.A. in. Mu = 3.05 in-k | | Ultimate Defl.= N.A. in. Phi *Mn = 71.10 in-k | :_____ _ , . . CASE II-B U = 1.2D + 1.6L +(.5(_ or S) @ Mid-ht (M=.5*P*e + P*Delta.) | X 1 Service Defl. = 0.01 in. Mu = 2.44 in-k | | Ultimate Defl.= 0.11 in. Phi *Mn = 86.42 in-k | . . - . . . ' CASE III U = 1.2D + 1.6(- or 8) + 0.8W | � ' : | Service Defl. = 0.14 in. Mu = 3O.56 in-k ' ' . . Ultimate Defl.= 1.33 in. Phi * Mn = 88.10 in-k| . . | CASE IV U = 12D + 1.6W + flL + 0.5(- or 8) ' . ' | Service Deft. = 0.14 in. Mu = 52.95 in-k | Ultimate Defl.= 2.34 in. Phi * Mn = 86.42 in-k | ' . . | Service Defl. = 0.22 in. Mu = 76.00 in-k | Ultimate Defl.= 3.29 in. Phd * Mo = 88.48 in-k | CASE Vi U= 0.9D+ 1.6WNo Live Load. . . . . . Service Deft. = 0.13 in. Mu = 18.39 in-k : Ultimate Defl.= 2.25 in. Phi * Mn = 81.57 in-k . . | CASE 0I U = 0.9D - 1.06 No Live Load. / . ~~~ Service Defl. = 0.21 in. • Mu = W.97 in-k | COSIER C0-BULTING ENGINEERS Job Shasta Structural Ebgineers Sheet no, V x~w~ 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 98005 Calculated by 91.1.0% (425) 450-4075 Date 05/26/2010 ***** TILT UP WALL DESIGN***** (Considering P-Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14+08 Description man doorpl 15,21 ***** ALLOWABLE STRESSES AND DESIGN ***** f'c of concrete ` �' _ = 4000.00 psi Fy Of steel ` • ` �. , = psi Basic wind speed . . ' ` -_> 85 MPH Zone of building {zmne4=typ. wall, zone 5.= corner 4 Lamda based on amean roof height = 30J0 feet Nt s�wd eue ae oaac.rbae= 2.0 e f. Wind i tmce factor = 1.00 Wind load ( p = Lamda * Iw * P net 30 ) • 12.70 psf. (p = 1.00 * 1.00 * -12.70) Seismic importance factor = 1.00 Site class (A, B, C, D, or E) --> D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 28.94 psf. Fa = 1.00, Ss = 139%, Sms = 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum allowed overstress = 0.00 % Wall thickness. for weight calculations = 6.25 inches all thickness for design calculations = 5.75 inches Parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0.85 Tributary width for design loads = 2.67 feet Uniform dead load on design section • = 75.00 4 / ft. Uniform live load on design section = 125.00 # / ft. Concemtratd dead load on design section = 0.00 lbs. Concentrated live load on design secticn = 0.0O lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 7.38 inches Depth to centroid of steel = 4.31 inches Weight of wall = 78.13 psf. Weight of wall on design section = 2769.08 lbs. Total design load on design section = 3303.08 lbs. Steel ratio ( As / ( b * d )) = 0,0059 Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 31.37 in.-k DESIGN EUTAW Ultimate. load capaciti has beei et for all load cases, (Mu< Phi *Mh). Service load deflection is less than design ht./150 = 1.56 in. for all oases. Wall is tension comtroled for all load cases, minimum steel strain is 0.01684. Maximum axial stress ( 60.58 psi. ) is less than .06 * f'c=24O.00psi. ) , MILER CONSULTING ENGINEERS Job Shasta 1 Structural Engineers Sheet no. 21 12503 Bel-Red Road, Suite 100 cd Belleme, Washington 98005 Calculated by: SQ4e (425) 4!0-4075 Date 05/26/2010 Description man door onl 15,21 - Page 2 -| CASE I-A U= 1.4D @Roof ( M=P*e -- NoF*Def ectioo. ) |` Service = ` N.A. ' ^ � Mu = � '2.O7 = N A in - ^ ' Ultimate Defl.= ' | . ~ . . Phi *Mn = 68.68 in_k`| 1 NuMber 5 Bars Results shbwn are for 12.00 inch wide section. . � | CAS[ I-B U =1.40 (4 Mid-ht. (M=.5*P*e + P*Deflection.) | | Service Defl. = 0.01 in . Mu = 1.31 in-k : ' Ultimate Defl.= 0.07 in Phi * Mn = ' 81.95 in-k : 1---- - ` . | CASE 1.2D 1.6L + or S) )-(2 Roof (M=P*e No . � � � + . : Service Defl. = N.A. in. Mu = 3,00 in-k | .Ultimate Defl.= N.A. in. Phi * Mn = 69.12 in-k '-_ ' | CASE II-BV= 1.2D + 1.6L + 0.5(Lr or 3) 8 Mid-ht.(M=, + � - . ' | Service Defl. = 0,02 in. Mu = 1.86 - ' | Ultimate Defl.= 0.10 in. Phi * Mn = ` 80.51 ^` ' , _.' . . ' ' . CASE III U = 1.2D + 1.6(Lr or S) + O�W ' . . . ' Service Defl. = O 18 in. ' ' ^ ^ ^ � = ` 23.27 �� ' ; Ultimate Defl.= 1.19 in. Phi * Mh = 81.75 in-k ._ . . • . | CASE D/ U = 1�D + 1.6W + f1L + (L5o r or S) ' ��� -'- ~ ~' . . | Service Defl. = 0,18 in. Mu = 40.38 in-k . ' . Ultimate Defl.= 2.08 in. Phi * Mh = 80.51 in-k | . : 'CAT V U = 1.2D + 1.0E + f1*L + f2*S (f2 = O�) . ' . ' ' ' . . Service Defl. = 0.37 in. Mu = 57.37 in-k | | Ultimate Defl.= 2.94 in. Phi *Mn = . 82.03 in-k | '------ ' . CASE VI U = 0.98 + 1.6W NbLiveLoad, | Service Def . = 0.17 in. Mu = � 37.07 in-k, � | Ultimate Defl.= 1.98 in. Phi *Mn = 76.91 in-k | SCE VII U= 0.98 - 1.0E No Live Load. ` ' . ' , | | Servim? Defl. = 0.32 in. Mu = 50.69 in-k | : Ultimate Defl.= 2.76 in, Phi * Mn = : 75.03 in-k | . . . `~ SHUJD]R CONSULTING ENGINEERS Structural Engineers --' ~^^ .~= Road, Suite 100 of Bellevue, easnzngtom 98005 ��odated '°~�` "=" ..-- �_=^=�-____ i �_- --- '-- � (��) 45�4075 ' ***** TILT UP WALL DESIGN ***** ( (Considering P-Delta effects per Section 14.8 nn�9` 1 �lt- wall design program, � . -� '- of '~^ ~^" "* / Description man door m =`/ ,/ 11 Page 1 --�=_=� � ' __ ..L~~"��"nESSES AND DESIGN CRITERIA ***** � '' of concrete ' • = 40OO�O psi Fyof ` ' - ` ' =mxu0.00 psi Basic ~~re~ ` >85MRI of Zone building (^eoP 4 = zyp zone5=corner 4 Wind � /CorD~ exposure `~`p'/ n, ) >B Lamda based on a mean roof height = Net design wind based on a calc �ib area - ~`=" feet ' __-^ . �.��� Wind importance factor �� area = 1.00 Wind load ( p = Lamda * Iw * P net 30 ) = 12.70 psf. (p=1.00* 1.00 * -12.70) ^ Segsmdc importance factor = 1.00 Site class (A, B, C, D, or E) > D Seismic load, Fp= .4 * Sds * Ip * Wp, 0.1 Wp (min) 28.94 Osf. Fa = 1.00, Ss = 139%. Sms= 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0^ 19 D Maximum allowed overstress 0.00 X Wall thickness for weight calculations = 6^25 inches "all thickness for design calculations = 5^� inches Parapet height, height of wall above roof. 3^5O feet Design h�ght, distance ��� floor and roof. = 23.00 feet Fixity coefficient ^ = 0.85 Tributary width for design loads = 3.42 feet = Uniform dead load on design section 300.00 # / ft Uhifom� live load on design section ^ �/ ��� = �0.00 # / ft Concentrated dead load on design section = 0.00 lbs ^ Concentrated live load on design section ^ = 0.00 lbs. wt. applied to wall ( ie. Stucco. ) = 0.00 psf. Ecomtri�ty, dist from ce�ter of wall to load = 6.63 in~ Depth to�mtroid of steel ^'�~ = 4.31 inches Weight of wall = 78.13 psf. of wall on design section = 3546.91 lbs^ Weight design load on design section = 6282.91 lbs. Steel ratio ( As / ( b * d )) = 0.0036 ^ Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. = Es /Ec ^ = 8.04 Cracking Moment DESIGN UMW Ultimate load capacity has been met for all load cases, ( Mu <Ph * Mn ). 5erv1ce load deflection is less than design ht./150 = 1.56 in. all cases. is tension �mtroled for all load cases, minimum steel for ^ ' s strain is 0.02505 EJRJTLER CONSULTING ENGINEERS Job Shasta 10-23 Structural Engineers Sheet no - EL. ( '� 1210.3 Bel-Red Road, Suite 10x.1 n -- . _.- ...._ ._. of Bell evue, Washington % W005 Calculated by_ ____ .V V (425) 450 -4075 Date 05/26/2010 Description man dcjr call 22 11 1 Number 5 Bars Results shown are for 20.00 inch wide sectic?n.. ; CASE I- -A U = 1.4D r Roof ( M = F *e --- No F'*Deflecticn. ) Service Defl. - N.A. in. Mu Ultimate Deal.= N.A. in. Phi * Mn Page 2 CASE I -B U = 1.4D 0 Mid-ht. (M .5*'le + F*Deflectitu-,. ) ; Service Defl, = 0.02 in. Mai 6.50 irr3 ; Ultimate Defl.= 0.27 in. F'hi. * Ph = 92.21 in•-•k. 9.52 in -k 74.41 in -k CASE II-A LW( 1.2D.+ 1.61, 0,5(Lr or S) ) ra Roof (r**e - NO P*Delta.); ; Servic:e Defl. = N.A. in MA - 13.83 in-k ; Ultimate Defl.= N.A. in Phi * Mn = 76.76 in-k ; CASE II--B U = 1.2D + 1.6L + 0.5(Lr or S) 0 Mid -ht. (!'f =.5.tf'te + F'*Delta. ) F Service Defl. = 0.05 in 9.42 in -k. Ultimate Defl.= 0.40 in. Mu Phi * Mn __ _�._ ===============- 92.00 in-k ; ; CASE III U = 1.21) + 1.6(1.r or S) + 0. ; Service Defl. = 018 in. Mu _ 49.02 in-I, . ; ; Ultimate Defl.= 1.94 in. Phi * Ph - 98.65 in-k. ; CASE IV i i •- 1.:D + 1.6W •r f1L + 0.5(Lr or S) Service Defl. = 0.18 in. ; Ultimate Defl.= 2.67 in. Phi * Mn = 92.00 in- ; CE V U=-1.2D +1.0E +f1 *L +f (f2 =0.2) ; Service Defl. = 0.26 in. u = 86.56 in+ ; Ultimate Defl.= 3.59 in Phi * Mn = 93.18 in-k CIE VI U = 0,9D + 1.64 No Live Load. , r ; Servi.ce Defl. = 015 in. Mu - -- 52.73 in -•k: Ultimate Defl.= 2.39 in. Phi * Mn - 84.05 in-k. ; CASE VII .__il- _.'irf'i}:L.rt:: No Live Loada�_- ___.._.._.__._ Service Defl. = 0.23 in. her - . 69.84 in-k ; Ultimate Defl.= 326 in. Phi * Mn = 81.02 in -k. SETLEB C0NUTING ENGINEERS Job Shasta Structural Ehgineers Sheet no. 12503 Del-Red Road, Suite 100 of Bellevue, Washingtom 98005 (425) 450-4075 Da ***** TILT UP WALL DESIGN **04- (Considering p-Delta effects per Section 14.8 of AC% 318-05) Tilt- wall design program, version 2.0, latest revision 4-14+08 Description man door pnl 2 11 Page 1 ***** ALLCUABLE STRESSES AND DESIGN CRITERIA ***** . f'c of concrete � steel == ` = 4OOO�0 �i Basic wim1 speed ' --f �--- '- Zone _ ' . � � ' 85 MF� oT �o 4= l, zone .5 = corner 4 - ^ Lamda based on a mean roof height = 30.00 Net design wind pressure based on acalc �ibarea = 52.20 �-' Wind importance factor = 1.0� Wind load = ( p =Lamda* Iw * P net 30 ) - 12JD psf. (p = 1.00 * 1.00 * -12.70) Seismic factor importance = 1.00 Site class (A, B, C, D, or E) ' -->D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 28.94 psf. Fa = 1.00, Ss = 139% Sms =1.39, Sds 0.93 Ev = 0.2 * Sds * Ip * D = 0.19D Maximum allowed overstress = 0.63 % Wall �c��� for weight calculations - ^ = 6.25 inches ').-111 thickness for design Calculations = 5.75 inches Parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0.85 Tributary width for design loads = 2.67 feet Uniform dead load on design section = 300.00 # / ft. Uniform live load on design section = 500.00 # / ft. Concentrated dead load on design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional t applied to w . app wall. . ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.63 inches Depth tocemtroid of steel = 4.31 inches Weight of wall = 78.1 psf. �ight�w�l�����c�� � = 2769. lbs. Total design load on design section = 4905.08 lbs. Steel ratio ( As / ( b * d )) = Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.0) ksi. n =Es/Ec = 8.04 Cracking Moment = 31.37 in.-k DE3IGN;.-ItiMARY Ultimate load capacity has been met for all load cases, ( MU < Phi * Mn ). Service load deflection is less than design ht./150 = 1.56 in. for all cases. Wall is tension comtroled for all load cases, minimum steel strain is 0.01505. Maximum axial stress ( 75.54 psi. ) is less than .06 * f'c = 240.00 psi. Earila CONSITING ENGINEERS ,Trott Shasta 10-23 Structural Engineers Sheet no. TSTI- 12503 .Bel -Red Road, Suite 100 of Bellevue, Wa_.hingtch 98005 Calculated b;7-ST" (425) 45a - r75 Date 05/26/2010 Description__ man dcuor_ppl_2 11 Page 1 Number 5 Bars Results shown are for 12.00 inch wide section. " + ; CASE I•-A U - 1.4D r3 Roof ( n = P *e ft F *D Election . Service Deft. = N.A. in. Mu ' Ultimate De-f7..= N.A. in. 1.59 in-4'. CASE I-B U = 1.4D t Mid-ht. (1i=.5*f'*e •+ F'*Deflectit-h) ; Service Defl. = 0.02 in. Mu 4.94 in--k Ultimate Defl.= 0.25 in. F'hi * Mh - 84.79 in=k. CASE E II-i U=( 1.2D r' 1.6L •+ 0.5(Lr or 6) ) _ Q Roof (1**e -- NO F*Delta.) ; ; Service Defl. = N.A. in. MU = 10.80 in-k Ultimate Defl.= N.A. in. Phi * hk, 73:34 in -k CASE II -B U = 1.2D + 1.6L + 0.5(Lr or 6) @ Mid -ht. f1=.5* + Service Defl. = 0.06 in. Mu 7.16 in-k Ultimate Defl.= 0.36 in. Phi * Mh - 84.63 in-k CAS. III U = 1.2D + 1.6(Lr or S) + 0.8W Service Defl. = 0.23 in. - Ultimate Defl.= 1.77 in. Phi * Mh = 89.55 in-k ; C A S E IV U = 1.2D + 1.6 4' f1l. + 0.5(Lr or -6) -~ Service Defl. = 0.23 in. in -k MU -k - X 8.4 ' ; Ultimate Defl.= 2.41. in. Phi * r'h = 84 i. .6�r n -,_ r. CASE V U = =1.2D+1.0E +fib._ +f2 *S (f' =0.2) , Service. I efl, -- a�.63 in. Mu , , 1. _. 65.76 in , Ultimate. Defl.= 3.24 in. Phi *: irr; ._ 85.51 in-k i CAWS VI U = 0.9D + 1.6W Na Live Lr d. Starvi_e Deft.::- 0.19 in. Mu = , 44..E in-k. Ultimate Defl.= 2.12 in. Phi * i`il - 78.75 in --k ; CASE VII U = 0.9D - 1.C€ No Live Load. ■ Service Defl. _= 4.44 in. 1'k -- 53,53 in-k ; Ultimate Defl.. 2.87 in. Phi. : Mn .... 76.50 irr -4'. ; , ! `^ MILER CONSUJINGBNSINBES Structural Engineers 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 Sheet no. of Calculated by •Vot. Date _05(26/2010 ***** TILT UP WALL DESIGN (Considering P-Delta effects per Section 14.8 of ACI 318,-05) Tilt- wall design program, versico 2.0, latest revision 4-14 -08 0443 ALLOWABLE STEESEES AND fc of concrete ��---- CRITERIA ~~- ```~~ = ' � � _` psi Fyof =mxx1,1)0 psi_` PASic Wind -'- ~' MP� Zoneof building ~ l ,zaoe5=connsr'4 • -^^r^~'= "" B, C or » ) ' -f B ' Lamdabused cm a mean rnof` height = 30.00 feet Net design wind pressure based on a calc. tribaree = 122.19 sq ft Wind importance factor ^ = 1.00 Wind load ( p = Lamda * Iw *Pnet 30 ) = 12.20 ~ Seismic -importance factor Site c1ss (A, Is, C,,),orB = » Seismic load, * Fp = .4 * Sds * Ip � 0.1 Wp (min) ^ " Fa = �.0 _ v, Ss = 139%, Sms = 1.39, Sds = 0.93 Lv=O.2* Sds *Ip*D naxzmmm allowed overstress Wall thidmess for weight calculations '!ll thidmess for design calculations Parapet height, height of wall above roof. Design height, distance between floor and roof. Fixity coefficient Tributary width for design loads Uniform dead load on design section Uniform live load on design section Concentrated dead load on design section Concentrated live load on design section Additional wt. applied to wall. ( ie. Stucco. ) Eccentricity, yisz from center of wall to load Depth to centroid of steel Weight of wall Weight of wall on design section Total design load co design section Steel ratio (As/(b*d)) Mbdulus of rupture (7.5 * (f'r^.5)) Modulus of elasticity ( Concrete ) n = Es / [c Cracking Moment 1.00 = 0.19 D = 0.0O% = 7.25 inches = 6.75 inches = 3.50 feet = 23.00 feet = 0.85 6.25 feet 330.08 # / ft. 550.00 if / ft. :@O.00 lbs. 630.00 lbs. 0.00 psf. 6.00 inches = 5.25 inches = 90.63 psf. = 7519.04Ibs. 0.0056 474.34 psi. 3605.00 Psi, 8.04 72.04 = = = = = = = SUMMARY Ultimate load capacity has been met for all '' Service load -~^^� load cases, ( Mu <�d * Mn ), deflection is les than design ht./150 = 1.56 � for all ��� Wall is tension �mt�led for all load cases, minimum steel ^^ strain is -yxzmum axial stress ( 10q.24 psi ) is less than 06 * f' ^�'^ WIER alBLITINUBNGINEERS Structural Engineers 12503 Bel-Red Road SUite100 Bellevue, Washington 98005 (425) 450-4075 Job ShastA 10-23 Sheet of__� Caloulated by 4a ~~ Description_ o�� p� 24 w/ Page 2 / - 2 numU - � -- � er 5 Bars / ` Resultsshomi for �0--- wide section. '-- ~^^ CASE _ 1.4Q@Roof ' n = - -�Nb ) . . Service � N.A. n ' " = � ~ �� `!� nu ` ` ._, ~ = in Ultimate Defl = N.A. in ' - �v ^+ . . Phi *Mn = 179.50 in -k -----' | CASE II�/U=( 1.2D + 1.6L + 0.5(Lr or S) ) @ Roof | Service Defl. = N.A. in. Mu ~'� = | Ultimate Defl.= N.A. in. ' Ph *Mn .=� : CASE II-B U = 1.2D + 1,6L + 0.5(Lr or S) @ Mid-ht.(M=.5 / Service Defl. = 0.06 in. Mu = 8.10 �--| : Ultimate Defl.= O�0 in. Phi * Mn = 223.06 �^" " ' .~__-_- _. '_ | CASE III U = 1.2D + 1.6(Lror S) + 0.8W : Service Def . = 0.21 in. Mu | Ultimate Defl.= 1.30 in. Phi = - ^. CASE IV U = 1�D + 1.6W + f1L + 0.5(Lr or 0 = O7�5in� : 241.06 in-k | Service Defl. = 0.21 in.- : Ultimate Defl.= 1.71 in. ; Mu = 108.78 in -k| | CASE U= 1.2D + 1.OE + f1*L + f2*S �2 = O.2) �---' . . | Service Defl. = 0.83 in Mu = 172.13 in-k , | Ultimate Defl.= 2.69 in. �i * Mn = 225 59 in-k ' '---- ' CASE VI U = O.9D + 1.6W No Live Load. ---' . | Service Defl. = 0.16 in Mu = �` 90.22 in-k ' | Ultimate Defl.= 1.53 in. Phi * Mn = 202.55 in-k ) . Service Defl. = 0.58 in. Mu = 143�� in-k | Uime Df = �� � P� * Mh ^ . = 194.92 in-k. ' SI At,UER COE 1{lf'PJ E43ItcERS Job Shasta 10-23 Structural. Engineers Sheet no., 1)2 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 98005 Calculated by (425) 450-4075 Date 05/26/2010 *�- TILT LP WALL DESIGN qtr* (Considering P -Delta effects per Section 14.8 of AC:I 318-05) Tilt- wall design program, . versicx, 2.0, latest revision 4 -14-08 Description man docr z1 24 w/ canopy ALLOWABLE MESSES AND DESIGN CRITERIA * mac f'r_ of concrete :.: 4ptmr„ i. F:y of steel p`, _ 6D)00.00 'psi i Basic wind speed. 85 MPH Zone of building '(zone 4 = typ, well., zone 5 = turner 4 Wind exposure catagory ( B, r, or D ) Ft Larrda based on a mean, roof height -- 30.03 feet Net design wind pressure based on a calc. trib area = 52.20 sq ft. Wind importance factor = 1.0 Wind load ( p = Lamda * Iw * P net 30 ) _ 12.70 psf. (p = 1.00 * 1.00 * -12.70) Seismic importance factor _ 1.00 - Site class (A, B, C, D, or E) -._.. D - Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) _- 33.57 psf. Fa = 1.00, Ss = 139%, Sms = 1.39, Sds• = 0.93 Ev =0.s *Sds *Ip *D = 0.1 "D Maximum allowed overstress 0.00 % Wall thickness for weight calculations = 7.25 inches 111 thickness for design calculations = 6.75 inches Parapet height, height of wall ab ove roof. 3.50 feet Design height, distance between floor and roof. - 23.00 feet Fixity coefficient - 0.85 Tributary width for design loads = 2.67 feet Uniform dead load on design section = 330.00 ## / ft. Lhiform live load on design section i - 550.00 # ft. Concentrated dead load on design section _ 0.00 lbs. Concentrated live load on design section = 0.00 lbs, Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.00 inch Depth to centroid of steel - _ 5.25 inches Weight of wall = 90.63 psf. Weight of wall on design section 3212.14 lbs. Total design load on design section = 5561.74 lbs. Steel ratio ( As / ( b * d)) - 0.0049 Modulus of rupture (7.5 * (f'c '.5)) - 474.34 psi. Modulus of elasticity ( Concrete k n=Ess /Ec = 8,04 Cr-addng Moment 22 rr11rr.yy��,,��tt,, ��LL..WW��yy,,��yy ,,yy,,��,,yy,, �y,� per - - 4;.�... i.n. --h; 10443 111 *�T*R*T-** DESIGN EL p"9"p"1Y 1101: *******41 04 Ultimate load capacity has been met for all load cases, ( Phu <; Phi * Mh ) . Service load deflection is .less than design ht. /150 = 1.56 in. for all cases. Wall is tension cr ttroled for all load cases, minimum steel strain is 0.01827. `aximuf, axial stress ( 73.63 psi. ) is less than .06 * ..1.•c 240.00 psi. Page 1 EHJi I.-. R O] # .A_TIN5 MINERS ERS Structural Engineers 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 (425) 4550 --4075 Job Shasta 10-23 Sheet of Calculated by Date 05/26/2010 Description man door r i 24 w/ canonry Page 2 - - 1 1 Number 5 Bars Results =:hoe-, are for 12.00 inch wide section. CASE I-A !J = 1.4D @ Roof (- PI = r* -.:_. No F'*Deflection. rService Defl. = N.A. in. MU Ultimate Defl.= N.A. in. Phi * Mn CASE I-B U = 1.4D 8 Mid-ht. (M=.5*F,*e + P *Deflectien.) Service Defl. = 0.01 ir!. Mu Ultimate Defl.= 014 in. Phi * ('h 7.40 in -k 88.&0 in-k 4.50 inr- +: 107.68 in-k ; CASE II:--A U =( 1.2D + 1.6L +_ 0.5(Lr or S) ) 0 Roof (hk#'*e --lb F'*Delta.), ' Service Defl. = N.A. in. PiA = 10.75 in-k Ultimate Defl.= N.A. in. Phi * It = 90.99 in-k ; CASE II -A U - I. 2D + i.6L + 0.5(Lr or 8) t liid -ht.(1 .5*F*e + F *Delta.) 1 Service Defl. = 0.04 in MU - 6.52 in-k Ultimate Defl.= 0.20 in. Phi * 1'1n = 107.32 in-k 1 CASE III U = 1.2D + 1.6(Lr or S) + 0.OWI 1 1 ; Service Defl. = 0.14 in. itt 32.82 in-k ; Ultimate Defl.= O.97 in. Phi * i'h 114.07 in -k ; CASE IV U = 1.2D + 1.6W + fiL + 0.5(Lr or S) , 7 , i Service Defl. = 0.14 in. 1t - 44.23 in4 Ultimate Defl.= 1.37 in. Phi *lit = 107.32 in-k ; f CASE V U == 1.2D + 1.OE: + f 1 *L. + fs:#S (f2 = 0.2) Service Defl. _= 0.26 in. MU . ; 68.48 , Ultimate Defl.= 2.10 in. Phi * It = 10.66 in-k CASE VI U = 0.9D + 1.6W No Live Lced. 1 r Service Defl. = 0.12 in. I'b! :8.13 irr4.: Ultimate Defl.= 1.26 in. Phi * Pin = 99.05 in -k CASE VII U =0.91) -l.0E No Live Load. Service Defl. = 0.21 in. its -- 5+.15 in4: Ultimate Defl.. 2.01 in. Phi * Ph =. 95.83 in -k 1 , ME ilia IMF ‘11ffill ! • • 4- SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 i 1 1 -7- ' k4/ 0 . K • 730(-4t ■„ 1-.. - --- - li 1 I 4-* 1 1/41 NII ..' 1 1 i I i Ik I , I -4-_. i'i. e)t.; 8, ---- C . • ' , 1 -- ! . ■ I2 _j r - • i i -i -tL ' - i• i ( . - - -i- __•.i. : -1,-----' ; •Jk--i <----- 1 zs 4P,.") ' 1 cS "")) r + I ! , I - "1 1 - • I_ I i I . I I i • : I ' 1 ---1 -i--- ;--- : _4_. -, _I i L'E'. Ur' C4k:,N ..W. i • i I 1^.■ Vlb. j 2...4" :(- i I i I 1 1 1 5-J4. 'I-1 l'i-'LL-1 __ • __ i . 1 i ! ;_ i 1 1 --_,tex)01 Q' --ik/A1 o t.,051 i 1 , i I ■ i -1, I. --- -I ! i ....,.i_ . ___ L o a t JOB St \P \C'5f SHEET NO. :1)LP OF CALCULATED BY SITLA DATE SCALE —1 I I I I 11 - ! -1 ) 1. `'".1 L' I r2_ . ! _ ....• _!. L -• • 0 v 40010 !, eet A I CO I - I - • I : ! : .T-C Cl/1 • tz) -16 ; (;'; I 1 0 s ct. CI b - - - : _ _ EIMEREIN9JJINGENGINEERS Structural Engineers 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 job Shasta 10-23 Sheet no. ILIS"1 of Calculated (Considering P-Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2.0, latest revision 4-14-08 Description oh door oil Page 1 p*��� °^^^^ al :WI STRESSES � AND DESIGN . r. . coT - yc' r� Basic cwznU speed. Lone � . of (zune4=tyP.wall, zone 5 wznoexposure (BCorD) Lamda based on a mean roof Net design wind height ' based on calc. tr Wind importance factor find load ( p =Lamda * Iw * P net 30 ) (p=1�O*1�0*-12�D) Seismic ��r�� factor .00 psi = psi -->85M�Y � = corner 4 -->B . 30.00 feet ib area = = = Site or E) _->D aeituc load, rp = .4 * �s * Io * Wp, 0.1 Wp (min) = E»=�2*Sds*Ip*D Maximum overstress Wall thickness calculations thickness for design calculations Parapet height, height of wall above roof. _^~^:.. height, distance between floor and roof. Fixity coefficient �ibuta�width for design loads �d�������d��n��m ��� live load on ��� ��� Concentrated dead load cc design section Concentrated live load on design section Additional wt. applied to wail. ( ie. Stucco. ) Eccentricity, di� �� center of wall to load Depth tn�mt�dd of steel Weight of wall Weight of wall on design section Total deign load on design section Steel ratio ( As / ( b * d )) Modulus of rupture (7.5 * (f'c^.5)) M�lus of elasticity ( Concrete ) n = Es /Ec Cracking Mument = G5.50s4ft. 1.00 12.20 r~.. 1.00 33.57 psf. 0.19D = 0.00 % 7.25 inches = 6.75 inches = 3.50 feet = 23.00 feet = 0.85 = 10.00 feet = 30000 # / ft. = 500 .00 # / ft. = 0.00 lbs. = o^^ lbs. 0.00 psf. /°88 inches 5.25 = inches = 90.63 psf. = 12030.47 lbs. = 2O030.47 lbs. = 0.0058 = 474.34 psi. = 36O5.00 ksi. = 8.04 = 108.06 �.� = 0ESIEN8MIARY 0timate load capacity has. teen met for all load cases, (Mu<� Phi *Ph) ~ Service load deflection is less than deSign ht./150 = 1.56 inforaD cases. Wall is tension omtroled for all load cases, minimum steel strain Maximum axial stress ( 1O7 75 psi ) is less than O6* f' is 0.01380. ° SE0LER O_INUTINGBNGINEERS Structural Engineers ' Sheet '~^ 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 "' Bellevue, (425) 450-4075 Calculated byeJ Description_ � . ' ' 3 Amber s Bars � / | Results shown are for ^�~� ^� ' | | — --~ ~~"' °^m� , ' CASE : N.A. bi ' ' ' UItb�teDefl ' � pv ` = �33.�`jo-k . .= N.A. in. Fhi* Mn = ` � . 265.35 in-P. | , 6ery ce Defl. = 0.07 _ in. w~ �--3' .m- in -k : Ultimate n=+ ^~- 0.32 in. Ph * Mn = 332.79 in . _ . . CASE III U = 12D + 1.6(r or 8) + 0.8W Service Defl. = o rri" . `~�~^ nu = / Ultimate Defl.= 1.38 in. Rd * Mn lJ/ �� i»� = 354 .97 in-k ' � Service Defl. - "," in. ,�^ - 0.96 zo. Mu = : Ultimate Defl.= in. ph * Mn Z/�J3 in -k. __ u = !337^99i»-P. . CASE VI U = 0.90 + 1.6W No Live Load . | Service Defl. = 0.17 in. Mu = 144 59 in Ult�ate Defl ~ .= 1.63 in. Ph * Mn --- ~' ^ u = 304.15 in -k ; CASE VII U = 0.9D 1.0E NO Live Load. Service Defl. = 0.70 in. Mu : Ultimate Defl .= 2 66 in. = 229 5O in -k. . . Phi *Mn - ^ ~~ ".. = 292.65 in -k AMR tilliffi Mak Env mais SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB SAC A I 0 - L- 6 SHEET NO. r) 1 CALCULATED BY STS / DATE /2-1 /(0 SCALE OF `HUTtE_R CONSULTING ENGINEERS Job Shasta 10-23 Structural Engineers Sheet no.IW4 -1.��_ 12503 Bel -Red Road, Suite 100 of --_ .._.__ ... Bellevue, Washington 98005 Calculated by C (425) 450 -4075 mate 05/26/2010 _.__._...._... ***** TILT LP WALL DESIGN (Cmsidering P-Delta effects per Section 14.8 of ACI 318-05) Tilt- wall design program, version 2 0, latest revision 4- 14-00 Description dock door pnl 27 w/ canopy load page 1 k ALLOWABLE STRESSES AND DESIGN (RI f EhIA ***** f c of concrete = 4000x00 psi FY of steel = 60000.00 psi Basic wind speed -:, 85 MPH Zcne of building (zone 4 . typ, wall, xnne 5 = corner 4 Wind exposure catagory (>, C or D ) ---> Z Lamda based on a mean roof height = 30.00 feet Net design wind pressure based on a calc. trip area = 122.19 sq ft. Wind importance factor _ - 1.00 Wind load ( p = Lairda * Iw * P net 30 ) = 12.20 f. (p 1.00 * 1.00 * -12.20) p Seismic importance factor = 1.00 Site class (A, B, C, D, or E) ._._:H D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) _ 33.57 psf. Fa = 1.00, Ss = 139 b, Srns = 1.39, Sds = 0.93 Ev =0.2 *Sds IP *D 0.19D Maxiir_u;, allowed overstress - 0.00 % Wall thickness for weight calculations - 7.25 inches )11 thickness for design calculations = 6.75 inches r'arapet height, Might of wall above roof. = 3.f0 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0.85 Tributary width for design loads - 6.25 feet Uniform dead load on design section = 330.00 # / ft. thiform live load on design section - 550.00 # / ft. Concentrated dead load on design section = 375.00 lbs.. Concentrated live load on design section = 625.00 lbs. Additional wt. applied to wall.. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.00 inches Depth to centroid of steel - 5.25 inches Weight of wall 90.63 psf. Weight of wall on design section = 7519.04 lbs. Total design load on design section = 14019.04 lbs. Steel ratio ( As / (b * d)) = 0.0058 ltdui us of rupture (7.5 * (f'c•'.5)) 474.34 psi. tbdulus of elasticity ( Concrete ) = 3405.00 ksi. n =Es/E:c = 8.04 Cracking llotnent = 72.. �.• 04 in. -. * DESIGN SUITA'iY *k *' k Ultimate load capacity has been Bret for all load cases, ( MU < Phi * Mn ). Service load deflection is less than design ht. /154 = 1.56 in. for all cases. Wall is tension controled for all load cases, minimum steel strain is 0.01.17., '" ximum axial stress. ( 100.18 psi. ) is less than .06 * f'c - 240.00 psi. SHUTLER CDNUTIR3 ENGINEERS Job Shasta 10 -23 Structural Engineers - Sheet no. 4.1* 12503 Bel -Red Road, Suite to 100 of Bellevue, Washington 98005 Calculated by (425) 450-4075 Date 05/26/2010 Description dock door pnl 27 w/ cano y load Page 2 2 Number 5 Bar_ Results shown are for 20.00 inch wide =Eectic . CASE I-A U _ 1.41) { Roof (11 = P*? --__ No F'*Deflection. ) Service Defl. = N.A,' in. Mu Ultimate Defl.= N.A. in. F'ti- * It CAS: I -B U = 1.4D 8 Mid -ht. (11.5*F*e + F' Def1ecticm: ) 20.48 inmk. 179.47 irr;.: Service Defl. = 0.02 in. Ultimate Defl.= 0.21 in. CASE II-A U=( 1.2D + 1.61. + 0.5(Lr or S)) 0 Roof ([i=F'*ee MU Phi * Mn = 13.12 in-k• 222.87 it .. Service Defl. _ Ultimate Defl.= - No F*Delta.), N.A. in. MU = 29.74 in-k N.A. in. FPhi. * Mn = 185.93 in-k: II -B U = 1.2" + 1.62 + 0.5(Lr or S) 0 Mid -ht. (M=. S*F' e + Melia.) ) 19.06 in+ 223.03 in-k: service Defl. = 0.06 in. Ultimate Defl.= 0.30 in. CASE III U = 1.2D + 1.6(Lr or 8) +0.8W Mu = Phi * hh Service Defl. = 0.21 in. Mu Ultimate Defl.= 1.30 in. Phi * Mn CASE IV U-.1.2D +1.6! +f1L +Q.5(L.rorS) Service Deft. = 0.21 in. MU Ultimate Defl.= - 87.17 in k = 241.01 in -k 1.71 in. Phi * Mn CASEV U =1.2Ir +1.0E +fi *L +f2:; (r2 =0.2) Service Defl. = 0.83 in. Ultimate Defl.= 2.69 in. CASE VI U = 0.9D + 1.64 No Live Load. Service Defl. _ Ultimate Defl.= CASE VII U = 0.9D - 1.0E No Live Load. 108.73 in 23 uwi.0 J in-k. It - 172.08 in-k Phi * Mn = 225.56 in -k -7---1 0.16 in. Mu = 90.20 irr°rr< 1.53 1n. Phi * Mr. 202.53 in -k Service Defl. = 0.58 in. Mu Ultimate Defl. 2.50 in. Phi * Mn ; 143.26 in4 194.91 in -k EWfl.ER CONSULTING 3 El• ;INNERS Structural Engineer.. =.. 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 (425) 450 - •40755 Job Shasta 10-23 Sheet no." Al- of Calculate by Date 05/26/2010 * TILT IP WALL DESIGN * (Considering P -Delta effects per Section 14.8 of ACI 318 -05) Tilt- wall design program, version 2.0, latest revision 4- 14-00 Description dock door pnl. 27 w/ canopy load Page 1 ALLOWABLE STRESSES AND DESIGN CF;ItEi IA rk*k fc of concrete - 4000.00 psi; Fy of steel _ ` 60000.00 psi Basic wind speed fate of building (zone 4 = typ. wall, zone 5 corner- 4 Wind exposure cdtag;,ry ( B, C or D) ---> B Lamda bated on a Sean roof height - 30.00 feet Net design wind pressure based on a calc. trib area = 244.38 sq ft. Wind importance factor = 1.00 Wind load ( p = Lamda * Iw * F' net 30 ) - 12.2) psf. (p =1.00# 1.00 * - -12.0) Seismic importance factor- Site class (A, B, C, D, or E) -_ D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 33.57 psf. Fa = 1.00, Ss = 139%, Suns = 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D Maximum allowed overstress Wall thickness for weight calculations 111 thickness for design calculations rarapet height, height of wall above roof. Design height, distance between floor and roof. Fixity coefficient Tributary width for design loads Uniform dead load on design section Uniform live load on design section Concentrated dead load on design section Concentrated live load on design, section Additional wt. applied to wall. ( ie. Stucco. ) Eccentricity, di.st from center of wall to load Depth to centroid of steel Weight of wall Weight of wall on design section Total design load cc design section Steel ratio ( As / ( b * d )) Modulus of rupture (7.5 * (f'c'.5 ) Modulus of elasticity ( Concrete ) n =Es /Ec Cracking h r n.t 1.00 0.19 D 0.00 7. 7.25 inches. 6.75 inches 3.50 feet 23.00 feet 0.85 12.50 feet = 330.00 #f ft. 550.00 4 l ft. 0.00 lbs. = 0.00 lbs. - 0.00 psf. 6.00 inches 5.25 inches - 90.63 psf, = 15036.09 lbs. .- 26038.09 lbs. = 0.0044 - 474.34 psi. 305.00 ksi. = 8.04 1.44.08 in. -k *13340101001043 DESIL 4 SMEARY tY 1010101 kic Ultimate load capacity has been met for all load cases, (f'k.r •( Phi * Mn ). Service load deflection is less than design ht./150 = 1,56 in, for all cases, Wall is t nsioon controled for all load cases, minimum steel strain is 0.01741. ",xin iun axial stress ( 103.41 psi. ) is less than .006 * f'c = 240.00 psi. girTlER C0NSULTIN3 ENGINEBRS Structural Engineers 12503 Bel-Red Road, Suite 100 Bellevue, .~s..g"=. 98005 (425) 450-4075 Description dock door 1 27 w/ canogLload Job Shasta 10-23 of Calculated by_S Date_ Q5(26/2010 Page 2 . . 3 Number 5Bars Results shown are for4O�0 � wide . ' , CASE I-AU= 1.4D@ Roof (M=p*e Nb -- rvmerlectiOm.) . . . . oervice Defl. = ` M.A. in./' �\At �= `34.65 ` | Ultimate Defl.= N��'in ^ ' Phi '^' = 276 O6 in -k ; : CASE ^ � n x = 1.4D " Mid-ht. ,M .54m*e + P*Defle�tibn.) | Service Defl. = 0.02 in. Mu = Z2 96 in-k / Ultimate �-n - . ~ in. ��^ . ~^.~== °=u.- 0.21 zn. Phd * Ph `= 365 57 in-� . - -~' ^"^ .v ur^ | CASE II-A U=1, 1.2D+ 1.6L + 0.50z or --- | Service Defl. = N.A. : Ultimate Defl.= N.A. � . � M ` u = -50.33 in -k in Phi *Mn = 287.33 in -k^ : CASE II-B U= 1.2D + 1.6L + 0.5(r or S) � Mid-ht 0�. _ � . nw`e +rmelta^) . . Service Defl. = 0.05 in, Mu = 33.23 | : Ultb�teDefl.= 0.31 in. Phi * Mn = 363 92 ^"^ in-k | CASE III U = 1.2D + 1.6(Lr or 8) +O.8W . . Service Defl. = 0.19 � . M u = ���| Ultimate Defl . = 1.43 in . Phi * Mn = 395.37 in -k | CASE IV U=1.2D+ 1.6W+ f1L + 0.5(Lr or S) / Service Defl. = 0.19 in. Mu ' Ultimate r^� - 2.00 i ... * .,. _ 363.92 in-k i -_____ --. | CASE U = 1.20 + 1.0E + f1*L + fI*S (f2 = 0.2) ____' 217.98 in-k Service Defl. = 0u2 in. MU = 350 54 io-k 0timat.Defl.= 318 i� �d *Mn ~`~ . = 370.13 in-k ^ =____ __- ____-_-___' | CASE VI U = 0.9D + 1.6WNoLive Load. ' . � ' Service Defl �--- | ' . = �16 in Mu . - -_ - . = 182.68 in-k. Ultimate Defl.= 1.84 in. Phi * Mn | CASE VII U= O�D- 1.0E No Live Load. ` ^ : • SHUTLER -1. CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB St1AS- SHEET NO. ? `T CALCULATED BY S '1'66/1 DATE /0 -2D OF S/ 2...1 //0 ARM CONSULTING EMGlNEERS Structural Engineers Sheet no. 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 98005 Calculated (425) 450-4075 Date 05/26/2010 ***** TILT UP WALL DESIGN ***** (Considering P-Delta effects per Section 14.8 of ACI 318-05) Tilt-wall design program, version 2.0, latest revision 4-14-08 Description Dock/ man pnl 28 w/ canopy . ***** ALLCOABLE STRESSES AND DESIGN CRITERIA ***** f'c of concrete ` = .00 ` Fyofstee - � � = 60000 .00 ' Basic win speed ` � ` --f 85 . ' Zone of (zone4=t wall, corner 4 ��� Wind expu�ne B, C or � � __> B ' ' tamda based on a mean roof height = 30L00 feet ` Net design wind pressure based cm calc trib �/ a . area = 48.62 sqƒt. Wind importance factor = 1.00 Wind load ( p = Laoda * iw * P net 30 ) = 13,50 psf. (p= 1.00 * 1.00 *_13.5O) Seismic importance factor = 1.00 Site class (A, B, C, D, or E) --> D Seismic load, Fp= .4 * Sds * ip * Wp, 0.1 Wp (min) = 33.80 psf. Fa = 1.00, Ss = 139%, Sms = 1.39, Sds = 0.93 Ev = O.2* Sds * Ip * D 0.19 D Maximum allowed overstress. = 0.00 % Wall thickness for weight calculations = 7.25 inches Jl thickness for design calculations = 6.75 inches rarapet height, height of wall above roof. = 6.00 feet Design height, distance between floor and roof. = 20.50 feet Fixity coefficient = 0.85 Tributary width for design loads = 2.79 feet ihiform dead load on design section = 330.00 # / ft. Uniform live load on design section = 550.00 # / ft. Concentrated dead load mn deign section = 0.00 lbs. Concentrated live load on design section = 375.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.63 psf. Eccentricity, dist frum center of wa ll to load = 6 . 00 inches Depth to ostroid of steel 5.25 inches Weight of wall = 90.63 psf. Weight of wall co design section = 3745.62 lbs. Total dEsign load on design section = 6575.82 lbs. Steel rat o ( As / ( b * d )) = 0.0043 Modulus of rupture (7.5 * (f'c^.5)) = 474. psi. Modulus of elast city ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking.Moment = 48^63 in. -k Page 1 DESIEN SLWARY Ultimate load capacity. has been met for all load cases, ( Mu < Phi * Mn ). Service. load deflection is less. than design ht./150 = 1.39 in, for all cases. Wall is tension controled for all load cases, minimum steel strain is 0.01970. '4mimum axial stress ( 75.12 psi. ) is less than .06 * f'c = 240.00 psi. SMILER CONSULTING E)s)[IhEER Job Shasta 10-23 Structural Engineers Sheet no. 4 In 12503 Bel--Red Road, Suite 100 of Bellevue, Washingtcn 9E005 Calculated by_S_ , ._._. (4 5) 455-4075 #075 Date 05/26/2010 Description Do&J rniTi t>!i1 28 w/ canopy. Page 2 1 Number 5 Bars Results shown are for 13.50 inch wide section. CASE I-A U ° LAD @ Roof (M = P*e -- NO (*Deflection. ) Service Defl., _ =° N.A. irr. Mu ?.73 in 4. Ultimate Defl.. N.A. in. Phi * Mn - 0.32 in- . ; , CASE I - -Is U = 1.40 @ Mid-ht, (M= .5*FF*e + F'*Def lection. ) ; Service left. = 0.01 in. Mu - 4.56 in--k; Ultimate Defl.= 0.11 in. F'hi. * hh = 111.80 in -k..; CAS: II- i U =( 1.20 + 1.6L + 0.5(Lr or S) ) @ Roof (Mt'*e - No F'*Del.ta.); , Service Defl. = N.A. in. Mu = 12.36 in-k Ultimate Defl.. N.A. in. Phi * Mn = 92.65 in -4; CASE II -B U = 1.21> + 1.6L + 0.5(Lr or 8) @ Mid -ht. (M..5 *e + F'*Delta. ) Service Defl. _ 0.03 in. MU 7.29 in-k Ultimate Defl.. 0.17 in. Phi * Mri = 111.89 in-k CASE III U =1.2D +1.6(Lror6) +07. 1 ; Service Defl. _= 0.10 in. Mu = 32.34 in-k Ultimate Defl.= 0.71 in. Phi * Mn 120.74 in-k , 2_D 1- CASE IV U = 1. +1.C1 +f1L +0.5(LrorS) ; Service Defl. = 0.10 in. Mu = 39.68 in-k (Ultimate Defl.= 0.72 in. Phi * Mn 111.89 in--k. CASE V U = 1.2o + 1.0E + f1*L + f2*8 (f2 - 0.2) , Service Defl. = 0.15 in. Mu - 56.91 inr -k'. ; Ultimate Deft..= 1.31 in. Phi * P - 11.1.12 in-k CASE VI U = 0.9D + 1.6W No LiveLcad. Service Defl. = 0.07 in. Mu 33.46 in -k ; Ultimate Defl.= 0.E4 in. Phi * Mh 101.86 in-k. ; CAEE V.II U = 0,9D .... 1.0E No Live_ Load. Service Defl. = 0.12 in. Mu = 49.17 in-k Ultimate Defl.= 1.27 in. Phi * Mn = 98.15 in-k SafillY. CONSULTING ENGINEERS Job Shasta Structural Engineers Sheet no. 5� � ��` ^ 12503 Bel-Red Road, Suite 100 of Bellevue, Washington 98005 (425) 450-~4075 Date 05/26/2010 ***** TILT UP WALL DESIGN***** (Considering P-Delta effects per Section 14.8ofACI31G-05) Tilt- wall design program, version 2.0, latest revision 4-14-06 Description dock/man phl 28 w/ camgpy Page 1 ***** AllALE STRESSES AND DESIGN CRITERIA MU f'cof concrete �'� . � �`. = 4000.00 psi Fyof steel - ' ,' '`` _' = 40000.00 psi Basic wind speed. . .�� �� /�-_>85MPH - 4one of building (zone 4=typ wall,zpne 5= corner 4 • Wind exposure catagory ( B, C or D ) ' --f B Lamda based on a mean roof height ' = 30J0 feet • Net design wind pressure based onacalc. trib area = 267]0 sq ft. Wind importance factor = 1J0 Wind load ( p = Lamda * Iw * P net 30 ) = 1220 psf. (p= 1.0O * 1,00 * -12.20) Seismic importance factor = 1�0 Site class (A, B, C, D, or E) --> D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = psf. Fa = 1.00, Ss = 139%, Sms = 1.39, Sds = 0.93 Ev = 0.2 * Sds * Ip * D = 0.19 D Maximum allowed overstress = 0.00 % Wall thickness for weight calculations = 7.25 inches )ll thi&nxess for design calculations = 6.75 inches i'arapet height, height of wall above roof. = 6.00 feet Design height, distance between floor and roof. = 20.50 feet Fixity coefficient = 0.85 Tributary width for design loads = 15.34 feet Uniform dead load on design section = 330.00 #/ ft. Uniform live load on design section = 550.00 # / ft. Concentrated dead load on design secticm = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 f. Eccentricity, dist from center of wall to load = 6.00 inches Depth to cemtroid of steel = 5.25 inches Weight of wall = 90.63 psf. Weight of wall on design section = 20453.13 lbs. Total design load on design section = 33952"33 lbs. Steel ratio ( As / ( b * d )) = 0.0016 Mtdulus of rupture (7.5 * (f'c^.5)> = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n =Es /Ec = 8.04 Cracking Wment = 396.22 in.-k DESIGN „MARY Ultimate load capacity has been met for all Iced cases, ( 11). <Phi * Mn ). Service load deflection is less than design ht./15O = 1.39 in. for all cases. Wall is teTISion ccmtroled for all load cases, minimum steel strain is 0.04738. '4 -yimum axial stress ( 49.87 psi. ) i s less than . 06 * f' c = 24O . OO psi. MILER COBITINGENGINEERS Job Shasta Structural Engineers Sheet — 12503 Bel-Red Road, Suite 100 of -+ ' - ----- Bellevue, Washiootcm 98O05 Calculated (425) 450-4075 Da ' ' . 3 Number 5 Bars ' , ' ' . ,. . ' | . Results show are for 110.00 inch wide section. ' 1.. . : [ASE I-un =-1 .u" u""~uf ( u` - rhe -- No ~ . _ _. _' ) . ' . . : Service Defl. =` N.A. in `� � ' Mu ' ` = in -k ' '` Ultimate � Defl.= N in. Phi * Mn -^~- ` doduiman pnl 28 w/ canoQt | CASE I-B U = 1.4Q @ Mid-ht (M=.5*P*e + p*Deflection.) . : Service Defl. = 0.01 in. Mu = 26.56 in-k ' : Ultimate Defl.= 0.15 in. Phi * Mh = 419.93 in . _- - . . : CASE II-A U=( 1.2D+1.& + 0.5(Lr or S) ) @ Rod (M=P*e '- No P*Delta.)� . . / Service Defl. = N.A. in. Mu ' , , = 61.76 in ' ; Ultimate Defl.= N.A. in. Phi * Mn = 304.57 in ' . : CASE II -BU = 1.2D + 1.6L + 0.5(Lr or 8) 4 Mid-ht.(M=.5*F*e + P*Delta.) _ __ | CASE DI U= 1.2D + 1u�Lr or S> + 0.8W ' . : Service Def . = 0J06 in. Mu = 164.39 in-k / Ultimate Defl.= 0.85 in. Phi * Mn = 457.68 in-k | CASE IV U = 12D + 1.6 + f1L + O.50- or S) | CASE U = 1.2D + 1.0E+f1*L + f2*S (f2 = O.2) ' . | Service Defl. = 0.09 in. Mu = 327.53 in-k | Ultimate Defl.= 1.81 in. Pd * Mn = 425 83 in-k . ` . | CASE VI U = 0.90 + 1.6W No Live Load. - . ' .Service �� = �O5 � Mu ' Defl. in. = 175 90 in-k : • : Ultimate •Defl.= 1.� �. Phi * � = • 362.25 �� ' . AMR MUTING Structural Engineers 12503 Bel-Red Road, Suite 100 of Bellevue, Washington m,5. ^�^ ^.-. (425) 450-4075 Da ***** TILT UP WALL DESIGN***** -_g . Deli, effects per Section 14.8 orACI 318-05) Tilt- walldes�n .� program, version �.o, latest revision 4-14-08 Description 28 w/ canopy , Page 1 ***** ALLOWABLE AND DESIGN CRITERIA ***** . ` of c� . of � ' �, � � `� � ' - = Psi --- wind e' ~ ~ >85MPH Zone of 4|='t0,' wall, zone 5 = corner 4 Wind D ( B, C �� ) > B based on a ffean roof height = :XLOO feet net design wind pressure based on acalo. trib Weit = 108.91 sq ft. importance factor ^ = 1.00 Wind load ( p =Lamda * Iw * P net 30 ) = 12.20 ps� (p = 1.00 * 1.00 * -12.20) ' ^ Seismic importance factor = 1.00 '~ Seismic load, Fp=.4*Gds*Ip*Wp' 0.1Wp(min)= 3�� Sds Psf^ Fa= 1.00 Ss= 139%, Sms= 1.39, =O:93 b/=O,2*Sds*Ip*D = 019D Maximum allowed overstress ^ = 0.00 Z Wall thickness for weight calculations = 7.25 inches al thidmess for design calculations = 6.75 inches h*rapet height, height of wall above roof. = 6.00 feet height, �ght, distance between floor and roof. = 20.50 feet Fixity cm�ficient ^ = 0.85 Tributary width for design loads = 6.25 feet Uniform dead load on design section = 330.00 # / ft. live load on design section = 5�^� # / ft' Concentrated dead load � design section = 375^OO }� ^ Concentrated live load on design section = 625^0O lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 6.00 inches Depth to �mtroid of steel ' '~~ = 5.25 inches Weight ofwall = 90.63 psf. of wall on design section = 8333.25 lbs. Total design load on design section = 14833.25 lbs^ Steel ratio ( As / ( b * d )) = 0.0058 ^ Modulus of rupture (7.5 * (f'c^.5)) = 474.34 psi. Modulus of elasticity ( Concrete ) = 3605,00 ksi. n = Es /Ec = 8.04 Cracking Moment = 72.04 in'-k 01*�4.1*M** DESIGN ROTARY Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn ) Service load deflection is less than design ht./150 = 1.39 in. for all cases. Wall is tnsion controled for all load cases, minimum steel strain is 0.01318. �� , ` ) SHUTLfR CUNSLLJING ENGINEERS Job Etesta 10-23 Structural Engineers Sheet no. ° c�2 12503 Bel-Red Road, Suite 100 of ` Bellevue, Washbngtom 98005 Calculated by_ScTa' (425) 450-4075 Date 05/26/2010 Page 2 . . . � . | 2 Number 5Bars | Re9udts shown are for 20.00 inch wide section. ' CASE I-A = 1�0 @ Roof (M No ' U =�� -_ F*Deflectbon, ) '| | 'Service Defl. = N.A. in. ' Mu ` = ^ 20.48 in | Ultimate Defl.= N.A. in. , Phi * Mn = 179.47 in-k | CASE I -B U = 1.48 @ Mid-ht. 01=.5*P*e + ___ ) ' -' . . ' | | Service Defl. = 0.02 in. Mu = 12.57 in | : Ultiffede Defl.= 0.15 in. Phi * Mn = 227.48 in-k : .__ . : CASE II-A U=( 1.28 + 1.6L + 0.5(- or 8) ) @ Roof -- No P*Delta.)| . . | Service Defl. = N.A. in. Mu = 29.74 in-k� : Ultimate Defl.= H.A. in. Phi * Mn = 185.93 .__-___ • . | CASElI-B U = 1.2D + 1.6L + 0.5(Lz or 8) @ Mid-ht.(M=.5*P*e + P*Delta.) | | Service Defl. = 0.05 in. Mu = 18.24 in-k | | Ultimate Defl.. 0.23 in. Phi * Mn = 226.90 in-k | :===m_____ ----------- . . | CASE III U = 1.2D + 1.6(' or S) + OJ� ' . ' . : Service Defl. = 0.14 in. Mu = 72.52 in-k | : Ultimate Defl.= 0.85 in. Phi * It = 244.90 in-k | . ' . . | CASE IV U = 1.2D + 1.6W + f1L + O.5(- or S> ' . ' . . . . Service Defl. = 0.14 in. Mu = 86.38 in-k | : Ultimate Defl.= 1.07 in. Phi * Mn = 226.98 in-k . . • . . . CASEV U = 1.2D + 1.0E + f1*L + f2*S (f2 = 0.2) ' . | Service Defl. = 0.38 in. Mu = 133.85 in-k | | Ultimate Defl.= 1.64 in. Phi * Mn = 230.11 in-k | ' . . . , . CASE VI U = 0.9D + 1.6W N o Load. ' . � . . . . . Service Dell. = 0.11 in. Mu = 71.33 in-k | | CAEE0I U=0.98-1.OENo Live Load. | . Service ~~.^, = ".,0 ".. nu = 112~67 in -k : ( Ultimate Defl.= 1.54 in. Phi * Mn = 197.32 in-k | ' ' . � . MEE Offal 0� �� -H 1 NEW MIMI ) SHUTLER CONSULTING ENGINEERS, INC 12503 BeI-Red Rd., Suite 100 Bellevue, WA 90005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO. OF CALCULATED BY DATE SCALE `! l _ SHUTLER Mk ®L CONSULTING EERY IMME .;;,,r, .ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX (425) 450-4076 JOB Shasta 10 -23 SHEET No. L- t_ A CALCULATED BY DATE SCALE STG OF 5 -20 -10 Seismic Criteria: Occupancy Category, I, II, III or IV Seismic importance factor, I, Mapped spectral response for short periods, Ss Mapped spectral response acceleration at a period of 1 second, S1 Site soil class Response modification factor, R no Ct Average roof height Long period transition period, TL Ta= Ct *(hn)x,X =0.75 LATERAL ANALYSIS & DESIGN 1.00 138.90 % 47,50 % E 5.00 2 :50 0,02 28.00 ,6:00 = 0.243 Sec. Fa F = 0.900 = 2.400 Maximum spectral response acceleration at short periods, SMS = Fa *Ss = 1.250 Maximum spectral response acceleration at 1- second, SM1 = F„ * S1 = 1.140 Design spectral response acceleration at short periods, SDS = 2/3 * SMS = 0.833 Design spectral response acceleration at 1- second, SD1 = 2/3 * SM1 = 0.760 Seismic Design Category based on short period response acceleration = D Seismic Design Category based on 1- second period response acceleration = D Seismic Design Category, choose most severe of above two. Cs= SDS /(R/I) 0.167 Controls If T < TL then Cs(max) = 5D1 / ( T * (R /I)) If T > TL then Cs(max) = SD1 * TL / (T` * (R / I = 0.624 Cs(min) = 0.01 )) = N.A. = 0.010 If S1 is equal to or greater than 0.6g, then CS(min) = 0.50 *S1/ ( R /I) _ N.A. Seismic Design Force V =Cs *W Diaphragm Shear force Fpx (min) = 0.2 * SDS * I * WPX Fpx(max) =0.4 * SIDS *I *WPX = 0.167 W = 0.167 WPx = 0.333 WPx File:Seismic cover ASCE 7- 05.xls, modified 12 -5 -07 SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX (425) 450-4076 JOB Shasta 10 -23 SHEET No. L- STG CALCULATED BY DATE OF 8 -12 -10 SCALE 1 LATERAL ANALYSIS & DESIGN Seismic Criteria: Occupancy Category, I, 11, 111 or IV Seismic importance factor, 1, Mapped spectral response for short periods, Ss Mapped spectral response acceleration at a period of 1 second, S1 Site soil class Response modification factor, R Qo Ct Average roof height Long period transition period, TL Ta = Ct * (hn)x, X = 0.75 = 1.00 = 138.90 % 47.50 % E 5,6 2.50 0.02 = 28,00 ft. .00. = 0.243 Sec. Fa F„ = 0.900 = 2.400 Maximum spectral response acceleration at short periods, SMS = Fa * Ss = 1.250 Maximum spectral response acceleration at 1- second, SM1 = F„ * S1 = 1.140 Design spectral response acceleration at short periods, Sps = 2/3 * SMS 0.833 Design spectral response acceleration at 1- second, SD1 = 2/3" SM1 = 0.760 Seismic Design Category based on short period response acceleration = - D Seismic Design Category based on 1- second period response acceleration = D Seismic Design Category, choose most severe of above two. - D Cs= SE) S /(R/I) = 0.208 Controls If T < TL then Cs(max) = SD1 / ( T * (R /I)) - _ - 0.780 If T > TL then Cs(max) = SD1 * TL / (T` * (R / I )) = - N.A. = 0.010 N.A. Cs(min) = 0.01 If S1 is equal to or greater than 0.6g, then Cs(min) = 0.50 *S1/ ( R/I ) Seismic Design Force n, V -Cs #W = ;2-015/ ' �� 0, /01- Diaphragm Shear force SGD t,s SitaIJ Fpx (min) • 0.2 * SDS * 1 * WPx = 0.167 WPX FPx (max) = 0.4 * SDS *1* WPx = 0.333 WPx File:Seismic cover ASCE 7- 05.xls, modified 12 -5 -07 Milie OEM ' " `' SHUTLER Mkt ® CONSULTING CHEF ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO CALCULATED BY 5 e DATE OF l. ALt �•� r. - ` (g.51.� I d0; I X 0.1 i i4' o lc j j _ 1. ) 1 j O R_ �G,- ( )(1i 8 l l V + ivy / /, / /O , j i YJ� HI , 1 1 j ! 1 oc_l _, 1- -; , - -?- .. -� L- 1_ -_. 1 -r - `' �� )(6 it -r t l' /- 1C S.)�.1. 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( Ha- 1 I} i � .5i � e I _ _ - -- P&. -- _ 1 Itif 14'0 11 5 I I. �: r f �u /941/(1)04,4 V k 4) ()rw'1.0 r r — 1 I i I ) ettter of Gravit / Datum• x - IRev: 580008 User KW -0600346, Ver 5.8.0, 1- Dec -2003 Built -Up Section Properties (c)1983-2003 ENERCALC Engineering Software Description Panel with door SHUTLER CONSULTING ENGRS 12503 Bel-Red Road Suite 100 Bellevue, Washington 98005 (425) 450 -4075 * Fax (425) 450 -4076 Title : Dsgnr: Description : Scope : Job # Date: 2:41PM, 15 AUG 10 General Information Page Type... #1 Rectangular #2 Rectangular Summary. L•t:a,;�; Height 5.7500 in Width Height 5.7500 in Width 21.0000 in 239.0000 in 4.. X cg 10.5000 in 170.0000 in J Y cg 0.0000 in 0.0000 in Total Area X cg Dist. Y cg Dist. 1,495.0000 in2 157.1173 in 0.0000 in Ixx 4,119.036 in4 rxx 1.6599 in IYY 9,369,776.448 in4 r yy 79.1670 in Edge Distances from CG... +X 132.3827 in S left 59,635.5461 in3 -X - 157.1173 in S right 70,777.9566 in3 +Y 2.8750 in S top 1,432.7083 in3 -Y - 2.8750 in S bottom 1,432.7083 in3 SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 96005 (425) 450 -4075 FAX (425) 450 -4076 JOB 111 1-4" SHEET NO. l/ `1 OF CALCULATED BY 6e", DATE SCALE T t_ r5,- __1 SHUTLER ® y~ ...,r,, CONSULTING MiStY "a '' ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB l/ �7� ►d^ SHEET NO b� —Is' V CALCULATED BY �I DATE OF i$ AL = ad0 .5-(,CR -n- i I , , � . , ►� , � L ( / )t' Ole) ole) 9r i -4- ■ (/ )1.a m V - 0, 66 rteboo 0.0 2. (, ,060) I- 1. ! ■ ` I ti, 5) " ( a - r G; o IL (1;1") 5 , - ! oc. i'/J' = cy ' ( 1 ;00 "0 '' ni(.'% 1 lb ' 0'3i P/17;6 1 7 1- -i-- ;,: 4 I-: 4- t— - ,ec .. 1u a -.. __ 1 I - - ,,; rib 1 r i L U� i 4 U // + /, V ±H 11 -T ■ 1 -- __.__ _ /% ® "` SHUTLER ® ®{ ` CONSULTING IMF ® ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB J%%tii/ /'�R SHEET NO C/�4 CALCULATED BYG q DATE p--/'t`f'1D OF r f+k. £Ah4 u � -) /� y (,, c, 1 2v' C "' ,) 1 f , 1 Ply- ,�(.YG� � -;, �t1.5,d - -1 -F- - jI')(q1 y U,, 2') v j 1 1 -�—. - 1 P tea 1 4- / ,50 ►, H 1 J4i = Set �/ b • ( 1 - )10 ►kya- d ! l/ (A'-" q— Y ei T 'Y". in a A 1 L ' 1 i I T j� 1 i Oehler of Gray Daum Center of Gravity SHUTLER CONSULTING ENGRS 1 12503 Bel-Red Road — Suite 100 MIE Bellevue, Washington 98005 (425) 450 -4075 * Fax (425) 450 -4076 Rev: 580005 User KW-0600346: Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software 11 I 141 Title : Dsgnr: Description : Scope: Job # Date: 3:OOPM, 15 AUG 10 Description Panel with door General Information Built -Up Section Properties Type... #1 Rectangular #2 Rectangular Summary Total Area X cg Dist. Y cg Dist. Height Height 1,150.0000 in2 135.8000 in 0.0000 in X cg Y cg 5.7500 in Width 21.0000 in 10.5000 in 0.0000 in 5.7500 in Width 179.0000 in 150.5000 in 0.0000 in Ixx 3,168.490 in4 rxx 1.6599 in lyy 4,870,817.333 in4 r yy 65.0807 in Edge Distances from CG... +X 104.2000 in S left 35,867.5798 in3 -X - 135.8000 in S right 46,744.8880 in3 +Y 2.8750 in S top 1,102.0833 in3 -Y - 2.8750 in S bottom 1,102.0833 in3 AIM MEDI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 • ' JOB 1-11.1.;;FTV SHEET NO frA? CALCULATED BY DATE SCALE OF I 1 Ptq9-1- 1. t 1 - 1 1_ .1... .1... - i I- , : -----r- I i . 1 r 9 1.0 • 1- 7 I : , ... i • : _,, , : 1 i ___it_ _,_ , I I ! i : : 1 .', i i • I 1 I 1 r ' -- . t - _ _. 4,_k_i_______I_______. ..'-o •:. , 1 I . _ i.!:-.1 L ■_(/ . ._4____14,C __1.. 1 i 14‘.' 2 '1 t ,Pili i N ! 1 1 . ! 1 AM= IHMEM '1511; SH UTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 11-4p-r4 SHEET NO. CALCULATED BY Oelet DATE 7'1 SCALE 1 i UJIVt0 , ‘',7 I ir ____(iiiLVI '.JEli.,_•!: C-Se:A P 1 t.e4 3 ! ,1, i 1 P-61 1, ,t• :' 1 4 1 i I ' i • r:- i()4 , - oielai - 1 --6:. P_ 1 -- -A-- ---1 OF 1 I I i • • a:I, J _4_ — — 1441- 41'`) k /If ---t . 1_1'Cr J/13 - I 1 .1_ r r , 1 _i i 1 1 • t"----77'---1' , 1 _ _ I i 1 1 1 1 -r 4. i • 4-1 9;•5 i ., : I.!: 1 Yi.l. • _)r..c_i Y^(t• I . 1 . Llij'? I l'i ' i •1 1 -1 -_:,,,-f- ),- -1,, -- ti / 5 ' 9- 5.)( _ .. I 1 1--- ___]. _,_, _ _1 _ 4' ),(16 Relative Rigidity of Wall with Openings -- P= E= t= 100 kips 1000 ksi 1 in P /(E *t) = 0.100 h d h/d Fixity Rigidity Total wall length 25.00 25.00 1.000 c 1.43 Window strip 10.00 25.00 0.400 f 7.91 Piers in window strip 10.00 1.75 5.714 f 0.05 10.00 3.50 2.857 f 0.31 10.00 1.75 5.714 f 0.05 0.00 0.00 f 0.00 0.00 f 0.00 0.00 f 0.41 Deflection 3.003 in Total Rigidity 0.33 Relative Rigidity of Wall with Openings -- P= E= t= 100 kips 1000 ksi 1 in P /(E *t) = 0.100 h d h/d - Fixity Rigidity Total wall length 25.00 25.00 1.000 c 1.43 Window strip 10.00. 25.00 0.400 f 7.91 Piers in window strip _ 10.00 • 1.75 5.714 f 0.05 7.00. ;: 9.17 0.763 f 3.66 7,00':. 1.75. 4.000 f 0.13 • 0:00 0.00 f '0.00: 0.00 f 0.00 0.00 f Deflection Total Rigidity 3.84 Relative Rigidity of Wall with Openings -- P= E= t= 100 kips 1000 ksi 1 in P /(E" t) = 0.100 h d h/d Fixity Rigidity Total wall length 25.00 25.00 1.000 c 1.43 Window strip _ 7.00 25.00 0.280 f 11.60 Piers in window strip 7.00 14.92 0.469 f 6.62 7.00 1.75 4.000 f 0.13 0.00 0.00 f 0.00 0.00 f 0.00 0.00 f 0.00 0.00 f 6.75 Deflection 0.762 in Total Rigidity 1.31 Relative Rigidity of Wall with Openings -- P= E= t= 100 kips 1000 ksi 1 in P /(E*t) = 0.100 h d h/d Fixity Rigidity •Total wall length 25.00 . 25.00. 1.000 c 1.43 Window strip 10.00 25.00 0.400 f 7.91 Piers in window strip 10.00 . 1.75 5.714 f 0.05 10.00 9.17 1.091 f 2.19 10:00 1.75 .5.714 f 0.05 0.00 0.00 f 0.00 0.00 f 0.00 .0.00 f 2.29 Deflection 1.011 in Total Rigidity 0.99 ®® SHUTLER CONSULTING ENGINEERS, INC Fall WM 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB SHEET NO CALCULATED BY cja► DATE OF SCALE G j . - iC-G t ! '— 4 :AA U�. 1 by (/, .0 i i 1 _ 00 H �ev1<< +J ttG3-5,P(2 k - i2 _ 12-7- .,� F r i 1 � --1 , aro, ,..„47,9,1 Ia _ wk,. �8p` - J�^ + !U, . Pi,oUO , k l',4-t-v0e 16 I -� -4 00141-±L,J,Aig' ° 04 �C - Naireki I 6'..1 ( ') + /l -mi( 1%1) T I V A .61,',N _ *(41.3 __,. r 4,, °, C 521 j � i 1 __.-1 - - h . --a - 1 .___... I ..i .. _ -F- MIX ®' `' SHUTLER a CONSULTING CM WEE '` =- ";f ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB G %raj SHEET NO tj` I CALCULATED BY DATE V.` ✓ "10 OF 1 1 ri- 1°) l', a) 1 rw)06 ; (54 0 ... i c lit , , 0 (1 VP 0• '0 • faw° -7-/14 -7-/14 I k ,� I r „ p, &,c 1 1. 1 1 U/ uvl- t - 0/06, . ((� �) V # 01 -�} U I( / U�UU � I -+ .. —1 1 i -- I °!') /, � 5't 1 - .• I. t I 1 � ®® i' SHUTLER MIN CONSULTING Mar INES {`^ '' ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB lJ' SHEET NO frnO�(li CALCULATED BY DATE OF I 1 i ! I 7 a dOlif14.4 1?" I 1 __ .....__ .... -i - - _ -_ __ .. .. ._. -_- {II I . i I � I 1t i � 1 i .1,;i'(\4/21(('') -I,�� 1oQ# P Pc. = = . i u t, - y- , (,, }J-'i 4 : 1 T � �J t 4) k k. -11? Lum S f I ; ; :i' 1 1 : 1 I I 1 1 S S I P L 1 ! i ! t t . I I _�. T - -61 Ai 1 1 »4 - -f � � Center of Gravity attar of Gravi enter of cvi Datum X Center of Gravity Rev: 580006 User. KW -0600346, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software SHUTLER CONSULTING ENGRS 12503 Bel-Red Road Suite 100 Bellevue, Washington 98005 (425) 450 -4075 * Fax (425) 450 -4076 Title : Dsgnr: Description : Scope: Job # Date: 3:24PM, 15 AUG 10 Built -Up Section Properties Page Description Panel with future openings General Information Type... #1 Rectangular #2 Rectangular #3 Rectangular Summary ff X cg Y cg Height 6.7500 in Width 21.0000 in 10.5000 in 0.0000 in Height 6.7500 in Width 42.0000 in 150.0000 in 0.0000 in Height 6.7500 in Width 21.0000 in - 289.5000 in - 0.0000 in Total Area X cg Dist. Y cg Dist. 567.0000 in2 150.0000 in 0.0000 in Ixx 2,152.828 in4 r xx 1.9486 in IYY 5,569,074.000 in4 r yy 99.1060 in Edge Distances from CG... +X 150.0000 in S left 37,127.1600 in3 -X - 150.0000 in S right 37,127.1600 in3 +Y 3.3750 in S top 637.8750 in3 -Y - 3.3750 in S bottom 637.8750 in3 • I /EMI MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB SHEET NO fritta OF CALCULATED BY DATE SCALE j 1 1 t34 , i 1 , , 1 1 &.. PIGS cfr' ._, _ ; 1 _I (it.L liki0/1/'ri V) — - , l• I -..- • 't ! t i ' ' 7- avS) coil i itavd 1 1 1 1 __i_ •••_1 1 [-- 1 — 1 1 i 1 , 1 )( ,7. 7) i -t-' - • I -I— — 1 i dv ,Oe F- itbli-o, rgifrie'i. 4400 -:--, ■ iii 1,11i :1 tf i 1 I 1 1 . ; ! 1 i i •7'. ■ r. 'Ilk 4114, 4414 a•AO 1 I ! I _ • .__ ._ 1 __I _ f- , 1 1 oy,?( P-0 • • _ ._1 _. _ ••__ _L i . __I . ..._ _ .;____ : .__]___ . • )2or- 0,c_ i __ fl (f" bi.,J(P4() --, , ,-; 1 _,.... . 0i' ( q p Y /7)) --7- C , I ! :i 1 , .: - -1: - -- ,- -h-• : -!-- . • i - - - - -. --- ----- . ---. ---- - , : • , 1 i gio5 ,, , : 7. . I 1 i • -I- I GO (.2*V/I L!' . .;1, )- 61-cgo- 51--df i: __ -1-- 0 00 k o ((NO ei? Toitc &ete -7 1 _ _ r -L — 1— III AIM _■■ MI MIN SH UTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO. CALCULATED BY de-44 OF DATE -1(] ' -a/ am ii.,_imm.......„. „ ..., ,... -maila' 4 ' t'l U ° . __ _ -- ■■ ■■■■■■■ ■■■■■■■■ ■■ ■■■■■ ■■■g■■ ■ //.. -1 V r I� i �" - ? t 4 ■ ■ ■ ■■■ ■ ■ ■ , ■ s I II ■■ ■■ _ �I, � ".4 ■■ UI.L. : - It ' 4" ria a -t , -- --T-- ■ ■ ,r 1 -T- � I IT i ' ■■ ■ ■ r i ! I ! 1 LEM ® F' "' SHUTLER Mai ® = `- CONSULTING - " ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO. CALCULATED BY cieetq OF DATE ?= /5 -/v SCALE 4 i / Ali qi j / , eo .Y, 412 I i 1. t I 'n I/ ‘90` ` � °lb) 15) I , ,. 1.4- I P _ ■ � � (/ 1 167- b I , I- , 4,i , i D -,O Pi o-) 1// y //511 — rwritet OA/ i ► I , < . T ,t ° ( 1 ' 0 l gA�ll 5 'Jr P/�atg.c, a/ /0 rr,- , ' )- j A- r ✓ , 4 Y'') i 1 iit1I.It -- Ai WO Ao 7 1 : - -L — ,_ I j i ., : III 4 Center of Gravity SHUTLER CONSULTING ENGRS 12503 Bel-Red Road Suite 100 Enal Bellevue, Washington 98005 (425) 450 -4075 * Fax (425) 450 -4076 Rev: 580006 User. KW-0600346, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Enaineering Software Title : Dsgnr: Description : Scope : Job # Date: 3:39PM, 15 AUG 10 Built -Up Section Properties Description Panel with future openings [General Information Type... #1 Rectangular Height 6.7500 in Width 21.0000 in #2 Rectangular Height 6.7500 in Width 110.0000 in #3 Rectangular Height 6.7500 in Width • 21.0000 in- Page • Summary X cg 10.5000 in 184.0000 in 289.5000 in Y cg 0.0000 in 0.0000 in 0.0000 in Total Area X cg Dist. Y cg Dist. 1,026.0000 in2 174.6053 in 0.0000 in Ixx 3,895.594 in4 r xx 1.9486 in IYY 6,513,257.132 in4 r yy 79.6756 in Edge Distances from CG... +X 125.3947 in S left 37,302.7537 in3 -X - 174.6053 in S right 51,942.0296 in3 +Y 3.3750 in S top 1,154.2500 in3 -Y - 3.3750 in S bottom 1,154.2500 in3 TM FE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO OF CALCULATED BY ( DATE ?' l(,/L/ _�(1 SCALE 1 V)/ 171 _1 1— ';:-[../t,,&. -f0-11-_,PP/f_ ..._. ! .i.__. 1 I /t eo lv e) c 11, I iko _ _ /t i i iU )4 �01 r ' - I - —! - -- SHUTLER CONSULTING ENGRS 12503 Bel-Red Road Suite 100 Bellevue, Washington 98005 (425) 450 -4075 * Fax (425) 450 -4076 Title : Dsgnr: Description : Scope: Job # Date: 9:49AM, 16 AUG 10 Rev: 580003 User. KW -0600346, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Rectangular Concrete Column Page 1 Description Check 1' -9" leg at edge of panel General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 6.750 in fc 4,000.0 psi Total Height Depth 21.000 in Fy 60,000.0 psi Unbraced Length Rebar: Seismic Zone 4 Eff. Length Factor 2- # 5 d = 2.000 in LL & ST Loads Act Separately Column is UNBRACED 2- # 5 d = 19.000 in Delta:S [Loads 10.000 ft 10.000 ft 1.000 1.00 _ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Eccentricity 32.400 k k . k in Axial Loads Applied Moments... @ Top © Bottom SUMma ' k -ft - k -ft 8.600 k -ft k -ft k -ft k -ft 6.75 x 21.00in Column, Rebar: 245 @ 2.00in, 245 @ 19.00in ACI C -1- ACI C -2 Applied : Pu.: Max Factored 45.36 k 45.36 k Allowable : Pn • Phi @.Design Ecc. 287.11 k 154.43 k ACI C-3 29.16 k 99.50 k M- critical 4.65 k -ft 16.69 k -ft 15.03 k -ft Combined Eccentricity 1.230 in 4.415 in 6.185 in Magnification Factor 1.02 1.02 1.02 Design Eccentricity 1.260 in 7.707 in 11.234 in Magnified Design Moment 4.76 k -ft 17.09 k -ft 15.26 k -ft Po * .80 441.71 k 441.71 k 441.71 k P : Balanced 217.25 k 217.25 k 217.25 k Ecc : Balanced 8.605 in -8.605 in 8.605 in [Slenderness per ACI 318 -95 Section 10.12 & 10.13 Actual k Lu / r 59.259 Neutral Axis Distance Phi Max Limit k! /r Beta = M:sustained/M:max- Cm El / 1000 Pc : piA2 E I / (k Lu) ^2 alpha: MaxPuJ (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Eq. C -1 22.7400 in 0.6500 22.0000 1.0000 1.0000 3,755.91 2,574.26 0.0235 1.0241 1.230 1.260 3,605.0 ksi Beta ACI Eq. C -2 ACI Eq. C -3 11.9950 in 7.9550 in 0.6500 0.6500 22.0000 22.0000 1.0000 1.0000 1.0000. 1.0000 3,755.91 3,755.91 2,574.26 2,574.26 0.0235 0.0151 1.7455 1.8165 4.415 6.185 in 7.707 11.234 in 0.850 ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : 1.400 ACI C -2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C -3 Short Term Factor 1.100 Mu_ /J°) /r= kf 0.750 Add"' "1.4" Factor for Seismic 1.400 0.900 Add"! "0.9" Factor for Seismic 0.900 1.300 SHUTLER CONSULTING ENGRS mak • 12503 Bel -Red Road Suite 100 Bellevue, Washington 98005 (425) 450 -4075 " Fax (425) 450 -4076 Rex 580003 User. KW- 0600346, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 9:49AM, 16 AUG 10 Rectangular Concrete Column Description Cheek 1' -9" leg at edge of panel Page 1' General Information Width Depth Rebar: 2- # Loads Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 6.750 in fc 4,000.0 psi 21.000 in Fy 60,000.0 psi Seismic Zone 4 5 d = 2.000 in LL & ST Loads Act Separately 2- # 5 d = 19.000 in Total Height Unbraced Length Eff. Length Factor Column is UNBRACED Deita:S 10.000 ft 10.000 ft 1.000 1.00 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads withinThis program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Axial Loads Applied Moments... @ Top Bottom Summary 48.400 k k k k -ft k -ft k-ft 1c -ft 4.600 k -ft k -ft Eccentricity in 6.75 x 21.00in Column, Rebar: 245 @ 2.00in, 245 @ 19.00in ACI C -1 ACI C -2 Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity ' Magnification Factor Design Eccentricity Magnified Design Moment Po *.80 P : Balanced Ecc : Balanced 67.76 k 67.76 k 287.11 k 245.19 k 6.95 k -ft 1.230 in 1.04 1.275 in 7.20 k -ft 441.71 k 217.25 k 8.605 in 13.39k-ft 2.370 in 1.04 3.597 in 13.87 k -ft 441.71 k 217.25k 8.605 in C ACI C-3 43.56 k 212.05 k 10.90 k -ft 3.004 in 1.02 4.848 in. 11.16 k -ft 441.71 k 217.25 k 8.605 in Slenderness per ACI 318- 95Section 10.12 & 10.13 Actual k Lu / r 59.259 Neutral Axis Distance Phi Max Limit kIIr Beta = M:sustained/M:max Cm El/ 1000 Pc piA2 E I/ (k Lu) "2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Factors (per ACI 318 -02, applied ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : Yuct 1.400 1.700 1.700 1.100 Elastic Modulus ACI Eq. C -1 22.7100 in 0.6500 22.0000 1.0000 1.0000 3,755.91 2,574.26 0.0351 1.0364 1.230 1.275 3,605.0 ksi ACI Eq. C-2 17.7350 in 0.6500 22.0000 1.0000 1.0000 3,755.91 2,574.26 0.0351. 1.5175 2.370 3.597 Beta ACI Eq. C -3 15.5400 in 0.6500 22.0000 1.0000 1.0000 3,755.91. 2,574.26 0.Q226 1.6136 3.004 in 4.848 in 0.850 internally to entered loads) ACI C -2 Group Factor. ACI C -3 Dead Load Factor ACI C -3 Short Term Factor ishitte CI - •,,„ 0.750 Add"' "1.4" Factor for Seismic - 0.900 Add "I "0.9" Factor for Seismic 1.300 1 :400 0.900 gZIVE ® ' ' SHUTLER ® '= y CONSULTING 12237 ®= "` =` ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SIPS \A 10- 2-1-D SHEET NO L -1c1 OF CALCULATED BY Slag L..(G DATE (9/ 24 1(0 b / j 1 ID SCALE tA _ _E.:he-441 i-'1419-L-T 62..., kat 5; t.,.14 s cckt CND(IkkpLj--,. i i i t•. .0111 • t o i i ye-a. ($ - .t')(1(') �— 2'� ► . Ni- w1- =- IS� P )l //1 T( V) 0 ,' 4 0,' ._ 1 I , C IL ,-.0c. --- 0.29e> Ci9,i,s'"),--' A. 4k '2)--v- LP'1 i PN� , c - lSuQ( ;( 11.) ( ))1.1 ) (1- 5� _ . 5 Ii qv■,5f =©;2P it S4 I. P . . t t .____ ,_____ .. _i_ 4Th -4 I der-r6--------- ` -� — - _ i w . _ D moo;; - ((s i C 5' + ; 2 - ' f i o • 4tY J' (52►`) 7- \'64 A �f 1' _ O �- w�L'iu, - ISo QLr' 1 '�( "11:7- � � ` i U s. o - _��.� - 91(iA — ° V14- i r ; : �� �i 54 I, l01° - A 9 I -11-) i -)r 1 tP— k �( 0, to - = 1 11 \ i9 1 (00 u, . 7 i -fi dvtu� t I _ I. —. _ ..,1 I i — -- — i l_ I i - ME NEM MUM WEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB `,1 , ' 6, (O — t SHEET NO ham_ �D / OF CALCULATED BY S`` ,1 n (� DATE 1 •1 ' ' I 1 I( v SCALE , i -;-- -C 4 = 1 H ,_ — — 01.1 l -, _ °lGU — , r -) � I. �� �; 10 r1-= 521 ' +_ i i T 5 is 1 Cd .1 1 iCa. ■ I ) t f— ' 4 1 f I r � i r ' I —I--i I — I _..�_.T . I I i ■ 1 I ,__. _r_ —r— L a l i � 1_ I I I + — - -- -- -- - -I_ i I -- - T - -.- — .-- I - - -_... a 1 1.. f .4.j i I L ; 1 l AIM I 011111 SHUTLER CONSULTING =II MIMI ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB Stkl° Pr SHEET NO 5 1- CALCULATED BY OF DATE 9 1 SCALE I 24 I o 0 644 00 ■ ' • 9-11.• ' Si.. 47- t. Icti- L. tsof v (''...,,,A L ( - .e. MI- • IMIC '5 El 2-- )(et -... 11.. to 1 17 t7 il • 1-11 . ._ i9 isop () ( , s -i- N t ) Ill • 1. Lo 4, 2Uk,12 C i b tAgs . O eil, Ag Ar IMO , 1 I-- - I . I . -- - -,- - --1--- - - - - -----i--- ----I- ,- r . I 1 7 --- -'-- L _,:_ ---- -I- - -1---1- • 4- , — ---+ 1 , • - 1 - - -!:- • . . - - . _. _ i T ...._ : __ , 1 1 ! I ._ , . 4 . .• . I , . 1---- _ . --__ --`•-----r - -I 1 I I ! 1 i -1 -I f 1 • ' L 1 . L ANNIASSI VEIN MEV c*-P,r440N71;!'ti SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 I 1 1 I 0 1Ltl 1 1- JOB 5t\f\ r)A SHEET NO L OF CALCULATED BY 5772 DATE / E5[11110 SCALE - 4o \L5 (0.71_4\) 0 .)s 0 ir 0.115 AI 0. 11 ! f f 1 ‘10') I- I , 4s. - , t „ _ ,_ —f UjDI-- 110 5 L 0) + __/ ,( ,:. 0 Liuia1:4 ) ■ ___ _____. Ll 0 — 1 1 1 1 1 1 1 I r i --1-- , ! i i VH/ ,;,--) 1 i --1 --I . f r S 1 A L V1--V ' • --1 ',4 I VJ 06 21- (12 i - (A 17/ • I I I ! 1 i 1 i I ,..... • ! % _4- A' \\A - -t- 1 ---1-- L'ji '',.• 1 • i)c (S ) ,t-A...O rc< -:, 1 01 I 2... \ Sf- if,:< - i ---; J___ r- _ —F 1.- 4tj b '11 L 1 ! — - 4 • !: 4I.L4 - - —r Title Block Line 1 You can changes this area using the'Settings° menu item and then using the "Printing & Title Block' selection. - Title Block Line 6 'Steel Column =►a� #�:�►cwsgsaoo3as Title : Dsgnr: Project Desc.: Project Notes : Description : Drag Strut 1 General. Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads AXIAL LOADS... Job# L- 5tb Printed: 17 AUG 2010, 1:23PM File: C:lDocumenls and SettingslBen\My DocumentslENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010, Ver: 6151 W24X94 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress Axial Load at 47.0 ft, E = 226.0 k BENDING LOADS ... Lat. Uniform Load from 0.0 - >47.0 ft creating Mx -x, D = 0.6940, S = 1.0 k/ft DESIGN.SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable r• clime owner:t Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 47.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis-buckling = 47 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. PASS Maximum Shear Stress Ratio Load Combination Location of max.above base - At maximum location values are Vu : Applied Vn / Omega : Allowable Load. Combination Results_ 0.8155 :1 +D +S +H 23.342 ft 0.0 k 596.50 k - 467.73 k -ft 573.58 k -ft 0.0 .k -ft 86.078 k -ft 0.1729 1 +D +S +H 0.0 ft 39.809- k 230.27 k Maximum SERVICE Load Reactions .. Top along X -X 0.0 k Bottom along X -X 0.0 k Top along Y -Y 39.809 k Bottom along Y `f 39.809 k Maximum SERVICE Load Deflections... Along Y -Y -2.401 in for load combination : D +S Along X -X 0.0 in for load combination : at 23.658ft at above base 0.0ft above base Load Combination +D +S+H +1.1300+0.70E+H +D+0.750L+0.750S+0.5250E+H +0.4704D+0.70E +H Maximum Reactions • Unfactored Maximum Axial + Bending Stress Ratios Maximum Stress Ratio Status Location Sims Ratio 0.815 PASS 23.34 ft 0.173 0.601 PASS 23.34 ft 0.080 0.795 PASS 23.34 ft 0.147 0.405 PASS 23.66 ft 0.033- Load-Combination D Only S Only E Only D +S D+E. X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Shear Ratios Status Location PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 47.00 ft . Note: Only non -zero reactions are listed. Maximum Deflections for Load Combinations Unfactored Loads Load Combination Max. X -X Deflection Distance D Only S Only E Only D +S D+E 16.309 23.500 39.809 16.309 - 16.309 - 23.500 - 39.809 - 16.309 Max. Y -Y Deflection Distance Steel Section Properties: W24X94.'.:: 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft -0.984 in -1.417 in 0.000 in -2.401 in -0.984 in 23.658 ft 23.658 ft 0.000 ft 23.658 ft 23.658 ft Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the °Printing & Title Block' selection, Title Block Line 6 Steel Column Title : Dsgnr: Project Desc.: Project Notes : Job# L -S4 Printed: 17 AUG 2010, 1:23PM File. C:IDocuments and SettingslBen\My Documents\ENERCALC Data Fileslshasta 10-23 ec6 ENERCALC, INC.1983 -2010, Vec 6.1.51 ^• ceps = `owner • r : - , o r <: �..t Description : Drag Strut 2 ffi General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : - Applied Loads:!:;' W24X68 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress AXIAL LOADS ... Axial Load at 35.50 ft, E = 389.0 k BENDING LOADS ... Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 35.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 35.5 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Uniform Load from 0.0 - >36.0 ft creating Mx -x, D = 0.6620, S = 1.0 klft DESIGN SUMMARY.:.:::: • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9946 :1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base At maximum location values are Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load Combination. Results 17.631 ft 204.23 k 419.88 k - 222.42 k -ft 389.02 k -ft 0.0 k -ft 56.238 k -ft 0.1630 1 +D +S +H 0.0 ft 29.501 k 180.97. k Maximum SERVICE Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y 0.0 k 0.0 k 29.501 k 29.501 k .Maximum SERVICE Load Deflections ... Along Y -Y -1.131 in for load combination : D +S Along X -X 0.0 in for load combination : at 17.869ft above base at 0-Oft above base Load Combination +D +S+H +1.130D+0.70E+H +D+0.750L+0.750S+0.5250E+H +0.4704D+0:70E+H Maximum Reactions = Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.673 PASS 17.63 ft 0.918 PASS 17.63 ft 0.995 PASS 17.63 ft 0.761 PASS 17.87 ft Load Combination D Only S Only E Only D +S D+E X -X Axis Reaction @ Base @ Top Maximum Stress Ratio 0.163 0.073 0.138 0.031 Y -Y Axis Reaction @ Base @ Top Shear Ratios Status Location PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft. Note: Only non -zero reactions are listed. Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance D Oniy S Only E Only D +S D+E Steel Section Properties :::.:W24X68 11.751 17.750 29.501 11.751 - 11.751 - 17.750 - 29.501 - 11.751 Max. Y -Y Deflection Distance 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft -0.451 in -0.681 in 0.000 in -1.131 in -0.451 in 17.869 ft 17.869 ft 0.000 ft 17.869 ft 17.869 ft Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 St @el Co_Lumn:::`: Title : Dsgnr: Project Desc.: Project Notes : Job # Printed' 17 AUG 2010, 1.23PM Fite: C;IDocuments and S_ettngslBen\My Oocuments\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC.1983 -2010, Ver. 6.151 'tcenselienpr : a -a • o , o fL • Description : Drag Strut 3 & 4 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus _Load Combination : Applied Loads.:... W18X46 2006 IBC & ASCE 7 -05 46.0 ksi 29,000.0 ksi Allowable Stress AXIAL LOADS ... Axial Load at 39.0 ft, E = 287.0 k BENDING LOADS ... Lat. Uniform Load from 0.0 - >36.0 ft creating DESO Bending & Shear Check Results FAIL Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress. Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega : Allowable Load;Combination Results.: Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 39.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 39 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Mx -x, D 01210 S 0.1250 k/ft = t o�� 't`Jt LEI\ 1.098 : 1 < 1,2- Maximum SERVICE Load Reactions . . +1.130D +0.70E +H Top along X -X 0.0 k 19.369 ft Bottom along X -X 0.0 k Top along Y -Y 4.087 k Bottom along Y -Y 4.769 k Maximum SERVICE Load Deflections ... Along Y -Y - 0.6180 in at 19.631 ft above base for load combination : D +S Along X -X 0.0 in at 0.0ft above base for load combination : 200.90 k 207.95 k - 25.681 k -ft 173.57 k -ft 0.0 k -ft 26.856 k -ft 0.03977 :1 +D +S +H 0.0 ft 4.769 k 119.89 k Load Combination +D +S+H +1.1300+0.70E +H +D+O.750 L+0.750 S+0.5250 E+H +0.4704D+0.70E+H - Maximu.m. Reactions = Unfactored • Load Combination Maximum Axiai + Bending Stress Ratios Stress Ratio Status Location 0.266 PASS 19.37 ft 1.098 FAIL ! 19.37 ft 0.931 PASS 19.37 ft 1.021 FAIL ! 19.37 f Axis Reaction @ Base • @ Top D Only S Only E Only D +S D+E Maxirlum Deflections for Load Combinations: Unfactored Loads Load Combination Max. X -X Deflection Distance D Only S Only i E Only D +S D+E Steel Section Properties ?' •W18X46 Maximum Shear Ratios Stress Ratio Status Location 0.040. PASS 0.00 ft 0.022 PASS 0.00 ft 0.035 PASS 0.00 ft 0.009 PASS 0.00 ft Note: Only non -zero reactions are listed. - Y -Y Axis Reaction @ Base @ Top 2.346 -2.010 2.423 -2.077 4.769 -4.087 2.346 -2.010 Max. Y -Y Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft -0.304 in -0.314 in 0.000 in -0.618 in -0.304 in 19.631 ft 19.631 ft 0.000 ft 19.631 ft 19.631 ft MEE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB / SHEET NO. L-S-(10 OF CALCULATED BY C131112- DATE (-1) I/ -60 /Jo 51 rdlo SCALE SO).– 1 _ii -1 1 ■ • Al 1 —0( R LL . 7K _5) – b(f) . s sigma! _ ,.....,,,„ \or /4 iI.. } 1 ' ii 1 / - 9 VA 1. . 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L VI 1 (6 'At \*) '1-1' • e) \\I. 1 ______ i i 1 -- -r- i AIM IMIM REIVMS SH UTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB 10 -1-3-) SHEET NO. ^ (4 n OF CALCULATED BY S DATE WJI11jV b(11110 (...--b c .c6.75) - 3Vi.:15.11 I ' i I j,.. iii .s; —�2 ' - a; 1�n1 1 — �I IA" : S-1) , FI �1 �- r -I ,j : 1-ei1j�/� Y — s _ o.u)):-..i. „ , S --� �..I i a� -I — r 1 i = 11,6 6 -�, (2 ' . 7 °v ob iA,i— S = .2� !1L”' a a y ' WZ q V• w .�, - �- , 1 i I u– c, to s 0 1- 7;1,i_ } r b S p� _ i woo C ei o --1- uv - I - --I--- L - -i- --t iiCi) (241C At = 4 _ ii-± I. q a�aJs 2i aye ' _. — T_ _ i _._._. _._. I ' t .y.. .- -. - ' � -' - -- . _ .-... _ i , I i .41 J (t_01.) 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DATE LP ( 1 �1/1 Ilo SCALE ) 3 ■�■ \'Pt c-?ct's d t...) ■ 1 U■ _ _ -4 v Cv 'JAS ►...�.. �, - l9 - • 44. :1 7. ;in le NNW �5 e G '. ° - 1/f1-1.4) liN b 2sn3 ltd,, 1 - i f �,, - {��`'11 • Imo` to 7� 3 1-0 ./F Q WzLn ff-' !.Iraq (4/h9)( ..)(z- v► f _ -_ G 201 z ■■ PL IPct' k C ViN IS ', 1 04 -- .---. -. .= 1 1-- -..... - i - 2° t. i..L'4" Jr- (�'�W, /I ✓� - K .v,Coa w = o.-K ., IAN,/ . %fl." c61_. — 1 l �..-- - - -- - I - _._.1.. i � 1 ( t I I i ARE SHUTLER - �-fe %4- JOB /Bih/NI CONSULTING L.._� Easy mum "`'' ENGINEERS, INC SHEET NO OF CALCULATED BY /1�'( DATE 6.---7(e l0 SCALE__ 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 I j l e. t r j 1 j i •' , (0, a a d tee) elk, 0' t 0' /1 I f 61, OP ° i1 O ,; a p -.:_.- ■ .06)6 _Oki I : _ i j'_ - i- ; 7 I i - -I- - t _ .. i I — _ 1 — __.. - - - -- - -- -- - -... -- - - -- - I ! I 1 j f I I j i! I i I CHAPTER 6 L DESIGN OF CONNECTIONS Design Aid 6.15.3 Minimum Length of Weld to Develop Full Strength of Bar. Weld Parallel to Bar Lengtha,,c 0.2db / IC \rte tar � . e Aff do 15° maximum Splice W = 0.3d6 .: Electrode Plate thickness Bar i', - Minimum length of weld, in.a Min. • splice size, #_ 1/4 5/16 _ 3/8 7/16 1/2 length, in. 3 1'/4 11/4 11/4 1'1 11/4 1 4 13/4 13/4 13/4 , 13/4 13/4 11/4 5 21/4 21/4 21/4 21/4 21/4 - 11/2 6 23/4 21/2 21/2 21/2 21/2 13/4 E80d 7 33/4 3 3 3 3 2 8 5 4 31/2 3y2 31/2 - 21/4 9 6'/4 5 41/4 33/4 33/4 21/2 10 8 61/4 51/4 41/4 - 41/4 3 11 93/4 73/4 61/2 51/2 43/4 31/4 3 11/4 11/4 11/4 11/4 11/4 1 4 11/2 11/2 11/2 11/2 1'/2 1 .. 5 2 2 2 2. 2 - 11/4 6 23/4 214 _ .21/4 21/4 21/4 11/2. E90 d 7 33/4 3 23/4 23/4 23/4 13/4 -8 5 4 • 3V4 3 3 2 9 . 61/4 5 41/4 33/4 31/2 . 21/4 10 8 61/4 51/4 41/2 4 214 11 • .93/4 73/4 61/2 5'4 5 23/4 a, Lengths above the heavy line are governed by weld strength. Lengths below the heavy line are governed by plate shear. Basis: bar /,, = 60 ksi; plate Fy, = 36 ksi; shear on plate limited to 0.9(0.6)(36) = 19.44 ksi. - b. Weld length listed is the required effective length of weld. Engineer should consider whether weld at start and.stop is fully effective. c. Refer to Design Aid 15.4.2 for specifications of flare bevel groove welds. d. Refer to AWS D1.1 Table 3.1 — Prequalified Base Metal — Filler tviaterial Combinations for Matching Strength and AWS D1.4 Table 5.1 Matching Filler Metal Requirements. Use E80 Electrodes for ASTM A706 rebar; use E90 electrodes for ASTM A615 rebar. 6 -102 Pg PCI DESIGN HANDBOOK/SEVENTH EDITION. WM El SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel-Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX(425)450 -4076 JOB Shasta 10 -23 L ^lo SHEET No. OF CALCULATED BY DATE AnAl F STG 8 -12 -10 WIND AND SEISMIC TIE FORCES Wall Criteria Overall Wall height 26.50 ft. Height to roof 24,50 ft. Parapet height 2.00 ft. Wall thickness 7.25 in. Wp 90.63 psf Seismic Criteria Short period spectral response, Ss 139 % Site soil class e G`-.k Seismic importance factor, 1p : ' 1,00 Fa = 0.900 Maximum short period spectral response, SMS = Fa * Ss = 1.25 Design short period spectral response, SDs = 2/3 * SMS = 0.83 Fp = 0.8* Sips * Ip * Wp = 60.42 PSF times trib ht. = 865.94 PLF Fp(min) = 10% of Wp = 9.06. PSF times trib ht. = 129.88 PLF Fp(min) = 400 * SDs * Ip = 333.36 PLF Fp(min) — 280.00 PLF Design Seismic tie force Design Seismic tie force = 865.94 PLF (ULT.) 618.53 PLF (WS) Wind Criteria Basic Wind Speed 85 :> MPH Average roof height 24.5 ; ft. Effective wind area 50 .:. Square feet Exposure B Wind Zone (4 or 5) 4 . (4= typical wall, 5= wall corner) Wind Importance Factor 1.00 1 Pnet3o (Pos. pressure) _ Pnet30 (Neg. pressure) = Pnet3o (Design pressure) = Pnet = % * 1 * Pnet3o" _ 11.6 PSF -12.7 PSF - -12.7 PSF =12.70 PSF Design Wind tie force = 182.01 PLF (Wind) Tie Spacing = Tie force = * * ** Seismic Governs * * ** 10.00 ft. 6185.28 Lbs. (Working Stress) Wp ROOF 0 0 0 OVERALL WALL HEIGHT DETHT TO FOOTING FOOTING THICKNESS ME AM ISM SHUTLER lank If ; ii -f CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 • FAX (425) 450 -4076 JOB Shasta 10 -23 C SHEET No. L_ J STG CALCULATED BY DATE OF 6 -2 -10 C(.AI F WIND AND SEISMIC TIE FORCES Wall Criteria Overall Wall height 26.50 ft. Height to roof 24.50 ft. Parapet height 2.00 ft. Wall thickness 7.25 in Wp 90.63 psf _ Seismic. Criteria Short period spectral response, Ss Site soil class `� C�t�SCQ.�I► �E Seismic importance factor, I, 1,00`' Fa _ 1.000 Maximum short period spectral response, SMS = Fa. * Ss = 1.39 Design short period spectral response, Sos = 2/3 * SMS = 0.93 Fp = 0.8* SDS * iP * Wp = 67.14 PSF times trib ht. = 962.15 PLF Fp(min) = 10% of Wp = 9.06 PSF times trib ht. = 129.88 PLF Fp(min) = 400 * Sos * IP = 370.40 PLF Fp(min) _ . 280.00 PLF Design Seismic tie force = 962.15 PLF (ULT.) ,-Wp Design Seismic tie force = 687.25 PLF (WS) Wind Criteria Basic Wind Speed Average roof height Effective wind area Exposure Wind Zone (4 or 5) Wind Importance Factor MPH 24.5,. ft. 50. Square feet (4= typical wall, 5= wall corner) 1 1 Pnet3o (Pos• pressure) = 11.6 PSF Pnet3o (Neg. pressure) = -12.7 PSF Pnet30 (Design pressure) = -12.7 PSF Pret = X * 1 * Pnet30 =" -12.70 PSF Design Wind tie force = 182.01 PLF (Wind) Tie Spacing = Tie force = * * ** Seismic Governs * * ** 10.00 ft. 6872.53 Lbs. (Working Stress) ROOF O O 0 DETHT TO FOOTING FOOTING THICKNESS SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 • FAX (425) 450 -4076 JOB Shasta 10 -23 L —�l0 SHEET No. CALCULATED BY DATE R(.AI F STG OF 6 -2 -10 WIND AND SEISMIC TIE FORCES Wall Criteria Overall Wall height Height to roof Parapet height Wall thickness Wp. Seismic Criteria Short period spectral response, Ss Site soil class Seismic importance factor, Ip 1,00: Fa Maximum short period spectral response, SMS = Fa * Ss Design short period spectral response, SDS = 2/3 * SMs 26.50 ft. 24.50 ft. 2.00 ft. 6.25 in. 78.13 psf 139 Fp = 0.8* Sus* Ip * Wp = Fp(min) = 10% of W P = Fp(min) = 400 * SDS * Ip = Fp(min) • 57.88 PSF times trib ht. 7.81 PSF times trib ht. Design Seismic tie force = 829.44 PLF (ULT.) Design Seismic tie force = 592.46 PLF (WS) Wind Criteria Basic. Wind Speed Average roof height Effective wind area Exposure Wind Zone (4 or 5) Wind Importance Factor Pnet30 (Pos• pressure) Pnet3o (Neg. pressure) Pnet3o (Design pressure) = Pnet = X * I * Pnet3o = Design Wind tie force Tie Spacing = Tie force = 85 MPH 24.5 ft. 50 • Square feet 1.00 1.000 = 1.39 0.93 = 829.44 PLF = 111.97 PLF 370.40 PLF 280.00 PLF (4= typical wall, 5= wall corner) 1 11.6 PSF -12.7 PSF -12.7 PSF -12.70 PSF = 182.01 PLF (Wind) * * ** Seismic Governs * * ** 10.00 ft. 5924.59 Lbs. (Working Stress) Wp S. 9z K qsU I'' Sa��sC sem-- lu TIE ().: 1 Q -,1 \, I 301 S'‘ , U4S tics-- 4.1124* C49: rJ ROOF 101 HEIGHT TO, ROOF OVERALL WALL HEIGHT DETHT TO FOOTING FOOTING THICKNESS ) IAA A 010111 [ SHUTLER 41111k ■ A CONSULTING l - ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 * FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No. L — Lo STG CALCULATED BY DATE OF 6 -29 -10 AC:AI F Wall Criteria Overall Wall height Height to roof Parapet height Wall thickness Wp Seismic Criteria Short periodspectral response, Ss Site soil class Seismic importance factor, Ip Fa Maximum short period spectral response, SMs = Fe * Ss Design short period spectral response, SDS = 2/3 * SMs Fp = 0.8* Sips* 1p `Wp= 67.14 PSF Fp(min) = 10% of Wp = - 9.06 PSF Fp(min) = ,400* SOS * ip - WIND AND SEISMIC TIE FORCES Fp(min) times trib ht. times trib ht. Design Seismic tie force = 958.24 PLF (ULT.) Design Seismic tie force = 684.46 PLF (WS) Wind Criteria Basic Wind Speed MPH height Average roof }` 9 g y.,��....:; ;ft. Effective wind area f~ ;`:;Square feet Exposure Wind Zone (4 or 5) r 4 (4= typical wall, 5= wall corner) Wind Importance Factor 1.000 = 1.39 0.93 = 958.24 PLF = 129.35 PLF 370.40 PLF 280.00 PLF X Pnet30 (Pos. pressure): Pnet30 (Neg. pressure) Pnet30 (Design pressure) Pnet X * I * Pnet30 Design Wind tie force Tie Spacing = Tie force = 11.6 PSF -12.7 PSF -12.7 PSF -12:70 PSF = 181.27 PLF (Wind) **** Seismic Governs ft 2737.84 Lbs. (Working Stress) ROOF 0 0 0 DETHT TO FOOTING FOOTING THICKNESS SHUTLER Ink CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No. i■ — gc STG CALCULATED BY DATE OF 6 -29 -10 sr.AI Wall Criteria Overall WaII height 26.50 ft. Height to roof 23.50 ft. Parapet height 3.00 ft. L Wall thickness 6,25 in. Wp 78.13 psf Seismic Criteria Short period spectral response, Ss 139 % Site soil class D. Seismic importance factor, Ip : 1.00 Fa _ 1.000 Maximum short period spectral response, SMS = Fa * Ss = 1.39 Design short period spectral response, SDs = 2/3 * SMS = 0.93 Fp = 0.8 * Sos * 1p * Wp = 57.88 PSF times trib ht. = 864.74 PLF Fp(mi„) = 10% of Wp = 7.81 PSF times trib ht. = 116.73 PLF Fp(min) = 400 * SDs * Ip = 370.40 PLF WIND AND SEISMIC TIE FORCES Fp(min) = 280.00 PLF Design Seismic tie force = 864.74 PLF (ULT.) Design Seismic tie force = 617.67 PLF (WS) Wind Criteria Basic Wind Speed 85- = MPH Average roof height 24.5 ft. Effective wind area 50 Square feet Exposure B Wind Zone (4 or 5) 4 (4= typical wall, 5= wall comer) Wind Importance Factor 1.00 • X 1. Pnet3o (Pos• pressure) = 11.6 PSF Pnet3o (Neg. pressure) _ -12.7 PSF - Pnet3o (Design pressure) = -12.7 PSF Pnet = X * 1* Pnet3o = -12.70 PSF Design Wind tie force = 189.76 PLF (Wind) * * ** Seismic Governs * * ** Tie Spacing = 4.00 ft. Tie force = 2470.68 Lbs. (Working Stress) Wp a. a ROOF o 0 0 0 OVERALL WALL HEIGH +1 DETHT TO FOOTING FOOTING THICKNESS SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 • FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No. L STG CALCULATED BY DATE OF 6-29-10 .srAI F Wall Criteria Overall Wall height Height to roof Parapet height Wall thickness Wp Seismic Criteria Short period spectral response, Site soil class Seismic importance factor, Ip Fa a WIND AND SEISMIC TIE FORCES Ss 24.50__. ft. 23.50 ft. 1.00 ft. 4 6.25 in. < 78.13 psf 1.00 Maximum short period spectral response, SMS = Fa *Ss Design short period spectral response, Sips = 2/3 * SMs Fp = 0.8* SDs * Ip * Wp = 57.88 PSF Fp(min) = 10% of W = p 7.81 PSF Fp(min) = 400* SDS * Ip = Fp(min) _ Design Seismic tie force Design Seismic tie force 1.000 = 1.39 0.93 739.14 PLF 99.78 PLF 370.40 PLF 280.00 PLF times trib ht. = times trib ht. = = 739.14 PLF (ULT.) = 527.96 PLF (WS) Wind Criteria Basic Wind Speed 85 MPH Average roof height . 24.5 ft. Effective wind area 50 " Square feet Exposure B Wind Zone (4 or 5) 4 (4= typical wall, 5= wall corner) Wind Importance Factor 1.00 X Pnet3o (Pos. pressure) _ Pnet30 (Neg. pressure) = Pnet30 (Design pressure) = Pnet = X * 1 * Pnet3o = 1 11.6 PSF -12.7 PSF -12.7 PSF -12.70 PSF Design Wind tie force = 162.20 PLF (Wind) Tie Spacing Tie force = * * ** Seismic Governs * * ** = 4.00 ft. 2111.82 Lbs. (Working Stress) Wp ROOF 0 re CD 0 - J 3 - J cp 0 n =,= DETHT TO FOOTING FOOTING THICKNESS SHUTLER 111 a .: ; CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 ' FAX (425) 450 -4076 JOB Shasta 10 -23 SHEET No. ` OF STG CALCULATED BY DATE AnAI F 6 -2 -10 Wall Criteria Overall Wall height Height to roof Parapet height Wall thickness Wp - Seismic Criteria Short period spectral response, Site soil class Seismic importance factor, Ip WIND AND SEISMIC TIE FORCES Ss 22.50'' ft. 2050_ ft. 2.00 ft. 6,00'. in. 75.00 psf 139 • 3:00 Fa 1.000 Maximum short period spectral response, SMS = Fa * Ss = 1.39 Design short period spectral response, SDS = 2/3 * SMS = 0.93 Fp = 0.8* SDs * Ip * Wp = 55.56 PSF times trib ht. = 686.03 PLF Fp(min) = 10% of Wp = 7.50 PSF times trib ht. = 92.61 PLF 370.40 PLF Fp(min) 280..00 PLF Fp(min) = 400 * Sips .* Ip = Design Seismic tie force = 686.03 PLF (ULT.) Design Seismic tie force = 490.02 PLF (WS) Wind Criteria Basic Wind Speed Average roof height Effective wind area Exposure Wind Zone (4 or 5) Wind Importance Factor MPH 24 5 ft. 50...Square feet (4= typical wall, 5= wall corner) 1 Pnet30 (POs• pressure) = 11.6 PSF peet30 (Neg. pressure) = -12.7 PSF Pnet3D (Design pressure) = -12.7 PSF Pnet = X * I * Pnet30 = -12.70 PSF Design Wind tie force = 156.81 PLF (Wind) * * ** Seismic Governs * * ** 4.00 ft. 1960.09 Lbs. (Working Stress) Tie Spacing = -- Tie force = Wp ROOF 0 0 0 o: x OVERALL WALL. HEIGHT DETHT TO FOOTING FOOTING THICKNESS } L -'1 Hilti Kwik TZ CS Bolts - seismic values in cracked concrete (Hilti PROFIS Designer - version 2.0.6) LRFD Values -- fc = 4.000 psi Panel Diameter Embedment Edge Distance Thickness (do) (12d0) 51/2 142 25/8 6.0 548 37/8 7.5 61/4. 71/4 91/4 1/2 5/8 3/4 1/2 5/8 3/4 1/2 5/8 3/4 4 6.0 43/4 7.5 45/8 9.0 4 43/4 4543 4 43/4 45/8 6.0 7.5 9.0 6.0 7.5 9.0 phi -Nn phi -Vn Steel Conc. /Bond 6,022 1,483 9,658 2,896 6,022 9,658 14,130 6,022 9,658 14,130 6,022 9,658 14,130 3,031- 4,193 3,806 3,031 4,193 3,806 3,031 4,193 5,426 Steel Conc. /Bond Towards &Lay 3,122 1,590 1,597 5,146 3,122 5,146 6,944 3,122 5,146 6,944 3,122 5,146 6,944 2,079 4,158 1,928 2,482 2,834 1,993 2,879 3,288 2,107 3,119 4,303 3,856_ 4,964 5,668 3,986 5,758 6,576 4,214 6,238 8,606 ASD Values -- fc = 4.000 psi Panel Diameter Embedment Edge Distance Thickness (d0) (12d0) 51/2 142 25/8 6.0 548 37/8 7.5 61/4 1/2 4 6.0 548 43/4 7.5 344 45/8 9.0 71/4 1/z 4 6.0 5/8 43/4 7.5 3/4 45/8 9.0 91/4 1/2 . 4 5/8 43/4 Notes -- 3/4 45/8 6.0 7.5 - 9.0 Tension Shear Steel Conc. /Bond 4,015 989 6,439 1,931 4,015 6,439 9,420 2,021 12172.5! 2,537 4015 2,021 6,439 2,795 9,420 2,537. 4,015 2,021 _ 6,439 2,795 9,420 3,617_ Steel Conc./Bond Towards Away 2,081 1,060 1,065 3,431 2,081 3,431 4,629 1,386 2,772 1,285 2,571 114511 3,309 1,889 3,779 2,081 1329 2,657 3,431 . 1�9 91 3,839 4,629 . 2,192 4,384 2,081 3,431 4,629 1,405 2,079 2,869 2,809 4,159 .5,737 These values are based on the Hilti Anchor Designer program for a single anchor. Other conditions shall be investigated independently. ASD values are based on dividing the LRFD capacity by 1.50. Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs AM Mill IM BMW MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB S SHEET NO CALCULATED BY S 4-C - DATE SCALE OF C,o RD / t o t) ( 1 �1 �! O\.i ._ I . to s (:RI. 1 t,s _ ,L, CU ;ti]2Y - 1- i i�d Gi -b jm,' v_W 1 t ' • ►s.,� r LLl' 4 -�o ) r 5'1-0P l- I q w !( 0k--c 1 u c (20 "°) = lS L 1 , 1 �� �- ID rot-01-v- 0 I' /!''r ! vSE 5 Q 1 -,- -- - /t-u. Pt = 1' S @c,:,f , -.. i5 I/ bS/ ( �- ist)-*.-.7---. , 421hf`f;1-',.2--'-'''-f-0-1' 1.4.... . 1..e Si -- --:- , - ( Tie -= ,-(', C?...., 1-,... i t,1(I %0"40- v 4 u k 1°At, 0 MINIUMMEIMI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB 51 -� 10 2 SHEET NO. 1 /i✓ OF CALCULATED BY ltw //0 IP (1 '1(p DATE F. . ,� ,. , III -....-44, . - 11® !n:2 IN S 1�_._ ® I 71 c,'�1q �,,,� = 2-, �°! O. G , :j ,k i Q +arc . _ w1 1 ► ,_ _J.. ►,, +' a 4e Jf 2- 7 I `'� Z 1 . �e 1 e rr�� _. r .— I w _ o S - • tom_ J- C� lb \ od _tA'.1 \ 'f ► Oi T 1 �....�' .._._ IN/[ _? -1 ' ! d. 1 IX 1>...,�1'J .__, _.... �4 it r c v �t- 1 1 v11.1 u,, 1 .., Id (4 2.3 t S 127-1 c, o, Y0 y 3 IUNUI 5'Z 2vf www.hilti.us L -�4 Company: \Specifier: Address: Phone I Fax: E -Mail: Shutler Consulting Engineers Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.0.9 1 Shasta 10 -23 8/12/2010 Specifier's comments: 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: - Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Geometry [in.] 0 0 0 A y Kwik Bolt TZ - CS, 5/8 (4) h,, = 4.000 in. Carbon Steel ESR 1917 9/1/2007 1 - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.250 in. x I, x t = 2.087 x 2.087 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 4000, = 4000 psi; h = 7.250 in. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar - 7.500 Loading [Ib, in.-lb] Governing loads N = 3833 M,= 0.000 7.500 x V, =0 M r = 0.000 V, = 0 Mx = 0.000 t =0.250 h =4.750 Governing -loads (Load case 1) N V vy M, MY M 3833 4.— -ri 0 ��T�VA 0 0.000 0.600 0.000 mIse It1(2 )''°1 J 3 ? bl, i 'd) Eccentricity (structural section) [in.] e, = 0.000; er = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: 'Address: Phone I Fax: E -Mail: L S Shutler Consulting Engineers -I- PROFIS Anchor 2.0.9 Page: 2 Project: Shasta Sub - Project I Pos. No.: 10 -23 Date: 8/12/2010 2. Load case /Resulting anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor - Tension force Shear force Shear force x Shear force y 1 3833 0 0 0 - max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [lb]: 3833 resulting compression force in (x/y) =(0/0) [lb]: 0 3. Tension load Proof Load N ,,, [Ib] .,,Steel Strength* Capacity Or, [Ib] Utilization (3„ [ %] = Pullout Strength* Concrete Breakout Strength ** _ 3833 N/A 3833 * most unfavorable anchor * *anchor group (anchors in tension) Steel Strength N. [Ib] 9658 N/A 4193 4tNaa [Ib] N,, []b] 17170 - 0.750 0.750 9658 3833 Concrete Breakout Strength ANe [inl AN0a [inl c [in.] cae [in-] 144.00 144.00 7.500 8.750 e,;.„ [in.] 0.000 N, [lb] W•e/,N ee2,N [in.] Wec2,N 40 N/A 91 Wed.N . Wep.N Status OK N/A OK. 1.000 0.000 1.000 — 1.000 (1)Ne,. [Ib] N.. [Ib] 8601 0.650 0.750 4193 3833 - 1.000 17.000 Input data and results must be checked for agreement with the existing conditions and for plausibiliiyl PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: 'Specifier: Address: Phone I Fax: E -Mail: Shutler Consulting Engineers -I- 1 PROFIS Anchor 2.0.9 Page: 3 Project: Shasta Sub - Project I Pos. No.: 10 -23 Date: 8/12/2010 4. Shear Toad Proof Load Vu, [Ib] Capacity 4)V• [Ib] Utilization (3„ [ %] = V•, /4V• Status Steel Strength` N/A N/A N/A N/A Steel failure (with lever arm) * N/A N/A N/A N/A Pryout Strength ** N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * most unfavorable anchor * *anchor group (relevant anchors) 5. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: `Specifier: Address: Phone Fax: E -Mail: Shutler Consulting Engineers Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.0.9 4 Shasta 10 -23 8/12/2010 6. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.688 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated Anchor type and diameter: Kwik Bolt TZ - CS, 5/8 (4) Installation torque: 720.001 in.-lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 6.000 in. M co x 1 0 O 1.0433 1.0433 1.0433 1.0433 Coordinates Anchor [in.] Anchor x y c c,_ 1 0.000 0.000 7.500 7.500 7.500 7.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: \Specifier: 'Address: Phone IFax: E -Mail: [— - ) Shutter Consulting Engineers Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.0.9 1 Shasta 10 -23 8/12/2010 Specifier's comments: (9%/4 RAwe 1. Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Reinforcement: Georn etry. _[in.] 0 0 0 0 y Kwik Boit TZ - CS, 5/8 (4) h,, = 4.000 in. Carbon Steel ESR 1917 9/1/2007 I - design method ACI 318 / AC 193 e, = 0.000 in. (no stand -off); t = 0.250 in. I, x_ Iy x t = 2.087 x 2.087 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 4000, f ' = 4000 psi; h = 6.250 in. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar 7.500 Loading [Ib, in.-lb] Governing loads N = 3459 M: 0.000 7.500 Vt, = 0 M y = 0.000 • Vx = 0 Mx = 0.000 t =0.250 h„„„ =4.750 z x Governing loads (Load case 1) N M, M M l; = 2.08' 3459 , 0 UL-1st^/i> 0 0.000 0.000 0.000 ()I') 1.1 1!1°.) Eccentricity (structural section) [in.] e, = 0.000; ey = 0.000 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: `Specifier: Address: Phone I Fax: E -Mail: L ^ I(-1 Shutler Consulting Engineers PROFIS Anchor 2.0.9 Page: 2 Project: Shasta Sub - Project I Pos. No.: 10 -23 Date: 8/12/2010 2. Load case /Resu[t[na anchor forces Load case (governing): Anchor reactions [Ib] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 3460 0 0 - 0 max. concrete compressive strain [ %o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)= (0.000 /0.000) [!b]: 3460 resulting compression force in (x/y) =(0/0) [Ib]: 0 3. Tension Toad Proof Load N. [Ib] Capacity 4)Np [Ib] Utilization RN [ %] = NYe /4)Np .Steel Strength* 3459 9658 Pullout Strength* N/A N/A Concrete Breakout Strength ** 3459 4193 * most unfavorable anchor * *anchor group (anchors in tension) Steel Strength N„ [Ib] 4) Status. 4,N„ [Ib] N. [Ib] 17170 - .0.750 0.750 9658 3459 Concrete Breakout Strength AN [ins] ANw [in2] c [in.] ce. [in.] 144.00 144.00 7.500 8.750 0.000 Ne [Ib]. W.p,.N. ' ee :.N [in.] 36 N/A 82 Wed,N Wcp,N 1.000 0.000 4) 1.000 — 1.000 [Ib] Nei [Ib] - 8601 0.650 0.750 4193 3459 ku 1.000 17.000 OK N/A OK: Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Shutler Consulting Engineers PROFIS Anchor 2.0.9 Page: 3 Project: Shasta Sub - Project I Pos. No.: 10 -23 Date: 8/12/2010 -4. Shear load Proof Load V. [Ib] Capacity (V• [Ib] Utilization a„ [ %] = V „ /O, Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)” N/A N/A N/A N/A Pryout Strength ** N/A _ N/A N/A - N/A Concrete edge failure in direction ** N/A N/A N/A N/A most unfavorable anchor * *anchor group (relevant anchors) 5. Warnings • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a Toad level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be-at least 2.5 times the factored forces transmitted by the attachment. • Refer to the manufacturer's product iiterature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan �-.-�I www.hiiti.us Company: Specifier: Address: Phone I Fax: E -Mail: Shutler Consulting Engineers Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.0.9 4 Shasta 10 -23 8/12/2010 6. Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: d, = 0.688 in. Plate thickness (input): 0.250 in. Recommended plate thickness: not calculated y Anchor type and diameter: Kwik Bolt TZ - CS, 5/8 (4) Installation torque: 720.001 in. -lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 4.750 in. Minimum thickness of the base material: 6.000 in. Coordinates Anchor [in.] Anchor x y c, c„ 1 0.000 0.000 7.500 7.500 7.500 7.500 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ®® ''' SHUTLER RIM ® CONSULTING NEW ® ''~ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SI .�f�''A /0 - 13-) SHEET NO 4— CALCULATED BY OF DATE 1 R4 I° V' I/110 ' j 1 ■/ A.7, 1 ----P r - �-H0 10 - • , _, ,- -, +_ ., ..,,_ _ H - ...I ` , ri i\ S I ■ `I —771:- , �' f ' ' 1 I i 1J _ �1L v L- ► 5 •v c 1,0%211_2, ) 2_599v ( u1� 0 j I Sy,, = U t xka Ncb /,i A -(6 .1 r„0- ;„� (9 ¥ `0.(e,c4 I. 11 -vl : ! 32 -. e7 ,p �h C j _ �� 4 ,,�'� ' ZILS1'I'I'1 11 , 1 ,,,, . --1 \,a_o rt , A. __t C4).) . . . 1°.;',$ \ Ci '. WO A_ 04 1 -2-ibtp? i v , �a►.J r " I �L j v - 1 0,(ii __ ; . _. in 2 L 2 � I C r ii-i. - 7/4_ -.I if...-7Z: , _rr j I - —.. Y, 'A . 1 ``, 1 ---a-- i_ j i_. y_i_ o \ t 4 j. L - O A, � j �,i � �v' �. —ili 11 1 I � - -L 1 T - Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the °Printing & Title Block' selection. .Title Block Line 6 )�teei Column Title : Dsgnr: Project Desc.: Project Notes : �Lic�� #�LKUk 0600034fi a �-.ss �- K_ <•• Description : ledger angle General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : Applied Loads. L6X6X3 /4 2006 IBC & ASCE 7 -05 36.0 ksi 29,000.0 ksi Allowable Stress Column self weight included : 114.80 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 4.0 ft, E = 3950 k BENDING LOADS... Lat. Point Load at 2.0 ft creating Mx -x, D = 3.0, S = 5.0 k Lat. Point Load at 2.0 ft creating My -y, E = 12.140 k DESIGN SUMMARY Bending & Shear Check Results Job # Printed: 13 AUG 2010, 7:04AR1 File: C:1Documents and Settings\BenlMy. Documents\ENERCALC Data Fileslshasta 10- 23.ec6 • ENERCALC, INC. 1983-2010, Ver 6.1.51 ticefse , e h' I 1 1r B i .ehar�M✓ 11.4.6. • airn. Code Ref : 2006 IBC, AISC Manual 13th Edition Overall Column Height 4.0 ft Top & Bottom Fixity Top Pinned, Bottom Fixed Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 4ft, K = 0.80 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 4 ft, K = 0.80 Service loads entered. Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.7767 : 1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega : Allowable Mu -x : Applied Mn -x / Omega : Allowable Mu -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . . Vu : Applied Vn / Omega : Allowable- Load Combination Results.:: 0.0 ft 20.852 k 117.08 k 5.063 k -ft 14.314 k -ft -4.780 k -ft 14.314 k -ft 0.1004 :1 +D +0.70E +H 0.0 ft 5.842 k 58.204 k Maximum SERVICE Load Reactions .. Top along X -X 3.794 k Bottom along X -X 8.346 k Top along Y -Y 2.50 k Bottom along Y -Y 5.50 k Maximum SERVICE Load Deflections ... Along Y -Y - 0.01012 in at for load combination : D +S Along X -X 0.01535 in at for load combination :E Only 2.228ft above base 2.228ft above base Load Combination +D +0 +S+H +D+0.70E +H +D+0.750L+0.750S+0.5250E +H +0.60D+0.70E+H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.158 PASS 0.00 ft 0.420 .PASS 0.00 ft 0.773 PASS 0.00 ft 0.777 PASS 0.00 ft 0.716 PASS 0.00 ft Load Combination X -X Axis Reaction @ Base @ Top D Only S Only E Only -8.346 3.794 D +S D+E -8.346 3.794 Maximum Deflections for Load Combinations. - Unfactored Loads: load Combination Max. X -X Deflection Distance D Only S Only E Only 0.0000 in 0.0000 in 0.0153 in Maximum Shear Ratios Stress Ratio Status. Location 0.035 PASS 0.00 ft 0.094 PASS 0.00 ft 0.100 _ PASS 0.00 ft 0.080. PASS 0.00 ft 0.100 PASS 0.00 ft Note: Only non -zero reactions are listed. Y -Y Axis Reaction @ Base @ Top 2.062 -0.938 3.437 -1.563 5.500 -2.500 2.062 -0.938 Max. Y -Y Deflection Distance 0.000 ft 0.000 ft 2.228 ft -0.004 in -0.006 in 0.000 in 2.228 ft 2.228 ft 0.000 ft Title Block Line 1 You can changes this area using the 'Settings menu item and then using the Printing & Title Block" selection. Title Block Line 6 Title : Dsgnr: Project Desc.: Project Notes : Job # e"1 3teel Column Fife: 13 AUG 2010, 7 NAM File: CADocuments and Setlings1BehlMy DocumentsIENERCALC Data FilesIshasta 10-23.ec6 ENERCALC, INC. 1983-2010. Ver 6 1.51 • 4gensel .i.vetrAr „..; 0 4...orren,...1ntAl luitri#7-1PYARq99,0111K Description : ledger angle Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection - Distance D+S D+E Max. Y-Y Deflection Distance 0.0000 in 0.0153 in Steel Section Properties : L6X6X3/4 Depth 6.000 in I xx Web Thick _ 0.000 in S xx Flange Width 6.000 in R xx Flange Thick = 0.750 in Area = 8.460 inA2 I yy Weight = 28.700 plf S yy R yy Ycg = 1.770 in 0.000 ft 2.228 ft -0.010 in 2.228 ft -0.004 in 2.228 ft 28.10 inA4 6.64 inA3 1.820 in 28.100 in54 6.640 inA3 1.820 in J 1 610 104 0 so I. 6.00In Helght =400 w. M-x Loads M-y Loads Loads are total entered value. Arrows do not railed absolute direction. )/1_ t, 0 Y.= IA /CA - .01 MEW WE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SA-P40 SHEET NO _ OF CALCULATED BY - DATE C/I t,v /[0 PI 10 "' Li 11.4 't i-- D om, N fUy1 ' I 1 1 p .c►) C 3uJ 11 1111 1 1 t2 - U ' A "7 "11 A V x)c 5 i i' t (I 'ill) • d � /5' /• ■ 1 I i I ( ' I 1 � - .- -._L- ._i- i .._r ■ I 1 /� i I tom- -1 - - �-- 1 -.. _. - - - - - - - -- i ' ' ; I' I CO) 1 V _ ! 0, q Lb 0 A, (1. ) ( S •• , a L _..,',1 — --- ' j YL I 1 ' 1 1 Show Point 1 Latitude and Longitude of a Point iTouchMap.com .0;2_ Mobile and Desktop Maps Home » Latitude and Longitude of a Point Page 1 of 2 tr -Qj(v Maps i Country - State i Places i Google Earth i Cities I Earthquake To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address: 1227 Andover parkway east, tukwila wa 98188 Go Map Center: Get Address - Land Plat Size - Street View - Gooqle Earth 3D - Area Photographs Try out the Gooqle Earth Pluq -in. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last click point, and includes latitude, longitude and elevation information. Latitude and Longitude of a Point Note: Right click on a blue marker to remove it. f All Markers_ j [ Center Red Marker I Get the Latitude and Longitude of a Point When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes below. Latitude: Longitude: 47.4423001 - 122.2545683 Degrees Minutes Seconds Show Point from Latitude and Longitude Use this if you know the latitude and longitude coordinates a point and want to see where on the map the point is. Use: + for N Lat or E Long - for S Lat or W Long. Example: +40.689060 - 74.044636 Note: Your entry should not have any embedded spaces. Decimal Deg. Latitude: Decimal Deg. Longitude: Example: +34 40 50.12 for 34N 40' 50.12" Degrees Minutes Seconds Latitude: http : / /itouchmap.com/latlong.html 5/19/2010 Conterminous 48 States 2006 International Building Code Latitude = 47.44 Longitude = - 122.25 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration - Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.389 (Ss, Site Class B) 1.0 0.475 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 47.44 Longitude = - 122.25 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.525 Period Sa (sec) (g) 0.2 1.389 (SMs, Site Class D) 1.0 0.724 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 47.44 Longitude = - 122.25 Design Spectral Response Accelerations SDs and SD1 SDs = 2 /3xSMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.525 Period Sa (sec) (g) 0.2 0.926 (SDs, Site Class D) 1.0 0.482 (SD1, Site Class D) SHUTLER 11111k11111111011 CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 • FAX (425) 450 -4076 JOB Shasta �1j0 -223 SHEET No. L- V OF CALCULATED BY STG 5 -20 -10 DATE SCALE Wind Criteria: Occupancy Category, 1, II, HI or IV Hurricane prone region with V > 100 MPH, Y or N Wind importance factor, Ivy Basic Wind Speed Exposure Average roof height Roof angle Kit WIND LOADS - MAIN WIND FORCE RESISTING SYSTEM Roof-Angle options 1 = 0° to 5° 2 = 100 3= 15° 4= 20° A= 1.00 5 = 25° 6= 30° to 45° PS = A ` Kzt `'w * PS30 Cow Transverse File :Wind coverASCE 7- 05.xls, modified 12 -5 -07 Wind cover ASCE 7 -05 10 -23 Load Case 1 Load Case 2 Zone Ps30 f,S A 11.5 PSF PSF B -5.9 PSF :... -5.9 PSF C 7.6 PSF 7.6 PSF D -3.5 PSF -3.5 PSF -13.8 PSF -13.8 PSF F -7.8 PSF -7.8 PSF G -9.6 PSF -9.6 PSF H . -6.1 PSF -6.1 PSF EOH -19.3 PSF -19.3 PSF GOH -15.1 PSF -15.1 PSF Cow Transverse File :Wind coverASCE 7- 05.xls, modified 12 -5 -07 Wind cover ASCE 7 -05 10 -23 AIM SEEM SHUTLER Talk El ; CONSULTING amp mew ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB $hte\--s1 SHEET NO CALCULATED BY la -1.)-) OF DATE /10 SCALE ; 1 f 1 : I 1 ; ! 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(425) 450-4075 FAX (425) 450-4076 JOB cil‘cst A SHEET NO CALCULATED BY STIA OF SCALE : , 1 I 1 if_.,) !citIcApv4$11 kN 5,._ ' i .4'srii. (s; isi. c,. , . , 1 r i_ (.).•-)/ I-1A ,A vc,trcs I o_.i. I tj 0.c, . 1 i Iti4 t4k)tv),; ..02 :. iiS" 0.C). i I • , t. , 11!.-cd •' 4 9_24 4 oil 1 !i I 0 I 1 I ; • ■4-..da■un\-- \-).--11,2it.)1Fi- 1 - 4- 1 1,0 0 .NLA:r LI 1-).' ° .r)(6* l'I,14Q.,s1,1-L.L. • 1, 1 t L ! e,--1 '- 1:(3151t 1 C 16sS 1 1 _eD, 1 ) 11.1 : , , 1 -,-- -.- , !-- '-t. Lo 0 1 ' ' ■ I v, . T ii i ,:____I-11---1 1 ; , . , i . ; i i , 4 1r _vi ,— -_1. —.r..- 7-_:.1 - ---ip" .t L ,sk 6 ...1 ,_ ., _4 i_ - , , , 1 , 1 , . , . ; , ! 1 I 'Ir\I 'J, licu:/:02° !,yiti1/41'; 1 ei j . .._ _ — H.., CI <-'' Ct)l'- tj'b .:'' 1.112 I , rl leA1'. • 1 `- ; • , . 11-01‘ 1 : : : : i ilt—i," • , i ,-, A 1- -i ---1 ,- tlii• :. Li I t,1/-10;i;!!( I°\/1. ) = -1•JL 1 1 1 1 ii_A5c--"riet. , • i 1 I • : ; • - ! ' ' - ' • - -I- ,---; ... _ 1.14,0qt-ter LIct`)/?;) -.1 511 ,rj 4 12_..K (h) 1 ,-- -- - • 1 ,' ' . ' ' 4. !t\fs 2._. kt--• Air ;/.) (/)cf;)1 ).,t; 'b,?)-114'11 f &4 /)--.,. -z-!* 4t...*!41...4 11-... .1; "....-) 17'1. )1139. ii GI q_0.INIL '216(-P . . L I) -0 1... 1 , . __,,, , (I) -, 0:. til ;n1- 64/ : I ! , ! . Mk - 7 1/l '!11-. I , 1 , , I 1 1 ) • — -I- ; *1-1 titot \ -2. ! sic). to r)72',"-7 c•'!. ; 1, I • SHUTLER gab ® �'� "����''' CONSULTING ® ME ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB S " K f ` SHEET NO C CALCULATED BY S I' DATE ID -2-to OF SCALE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 ' i 1 i • I ; J 1; -..i.. k 1 9■ !. /4 t i 1 ----- t- -2-c4fle )P-(W7- il :', 0 'I ; -± f --!. ------(fjHfi le-- r SA'P\c6--■-Pc JOB SHEET NO CALCULATED BY 511 DATE l''41(42 / 0 OF SCALE 2, 01 1 ■ 1 , 1 ! I 1 I 2._EAtAI 1.)Ni -4- -I ; ---i L I I 1 • 1-.J 11-. 1 I-- - A _I_ , I--- , 1 1 I ! --• .1 • I I I 1 i.1:1 1114 0 !l 1 i lilt 4 {--: --1--- - : .4- I IL. i 1 --1 i ! I i . . I . . r , -- - ; • 1 I -1 ! i : , • - , , _.1. --, I ! -1 , 7 --- I ; ! ; , . , , 1 ! I .1 ...] i L _I I ! 1 , ! 1 1 i r -1 • •••. ,. . I-- i 1 H i MEW MEI SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB cflt"is11"1 S �J SHEET NO. F - 5 � CALCULATED BY `j vi DATE g/14-/IL, OF SCALE --,� -; (l v v✓► i �Q�- 13oQc,F[/ ) -"2 7 i :._.�. - —; - 1 . rp _ -_ (a •4-0•'),) I c ?sJ 9 ;If,/ 1 -1 1—I 1i a;(v et )-0 t;� ) (el ' e_541) 3 Hi..... 1 i Lw - •0 Sa h'�y� C t Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title : Dsgnr: Project Desc.: Project Notes : yoncrete Column ij icr• :AS ;08000346 Description : Existing pilaster General Information fc : Concrete 28 day strength E_ Density Fy - Main Rebar E - Main Rebar Allow. Reinforcing Limits Min. Reinf. Max. Reinf. 3.0 ksi • 3,122.0 ksi • 150.0 pc{ • 0.850 - 60.0 ksi • 29,000.0 ksi ASTM A615 Bars Used 1.0% 8.0 % Load Combination 2006 IBC & ASCE 7 -05 Column Cross Section Column Dimensions :13.50in high x 12.0in Wide, Column Edge to Rebar Edge Cover = 2.0in Column Reinforcing :4 - #7.0 bars @ corners, Applied Loads Column self weight included : 3,796.88 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 21.0 ft above base, Xecc = - 9.0in, D = 5.170, S = 7.110 k BENDING LOADS... Lat. Uniform Load creating My -y, E = 0.5930 k/ft DESIGN SUMMARY Load Combination Location of max.above base Maximum Stress Ratio (Ratio = (Pun2+Mu ^2) ^.5 / (PhiPnA2 +PhiMn ^2) ^.5 Pu = 8.070 k cp * Pn = +0.90D- 1.0E +1.60H 22.50 ft 0.8206: 1 Mu -x = Mu -y = Mu Angle = Mu at Angle = 0.7012 k -ft - 41.169 k -ft 89.0 deg 41.175 k -ft rP * Mn -x = * Mn -y = 9.778 k 2.985 k -ft 50.099 k -ft PPMn at Angle = 50.188 k -ft Pn & Mn values located at Pu -Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity W Pn, max : Usable Compressive Axial Capacity Pn, min : Usable Tension Axial Capacity Governing Load Combination Results 550.98 k -144.0 k 286.51 k -93.60 k Job # Printed: 24 MAY 2010, 3 •29PM File: C:IDocuments and Setlings\Ben\My Documents\ENERCALC Data Fileslshasla 10- 23.ec6 ceSe ° ENERCALC, INC. 1983-2010, Ver. 6.1.03 Code Ref : 2006 IBC, ACI 318 -05 Overall Column Height = 22.50 ft End Fixity Top & Bottom Pinned ACI Code Year ACI 318 -05 Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 21ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 21 ft, K = 1.0 Type of Stirrups used : Fy - Stirrups E - Stirrups Ties = ksi ksi ®a7 x . 047 e #, x Entered loads are factored per Toad combinations specified by user. Maximum SERVICE Load Reactions.. Top along Y -Y k Bottom along Y -Y Top along X -X k Bottom along X -X Maximum SERVICE Load Deflections .. . Along Y -Y 0.0 in at 0.0 ft above base for load combination : Along X -X - 0.6041 in at 11.477 ft above base for load combination : D -E General Section Information . = 0.650 (3 = 0.850 P : % Reinforcing 1.481 % Rebar % Ok Reinforcing Area 2.40 inA2 Concrete Area 162.0 inA2 • k k 0 = 0.80 Governing Factored Dist. from Load Combination • -L40D 22.50 +1.200+0.50L +1.60S 22.50 +1.20D+0.50L+0.20S +E 22.50 base ft Axial Load k Pu rP * Pn 12.55 22.14 12.18 Dist. from base ft 116.80 22.50 86.39 22.50 17.39 22.50 Bending Analysis k -ft x Sx *Mux PMnx Sy 5y *Muy 1.059 1.110 1.058 1.11 2.06 1.08 14.41 1.076 12.03 1.143 1.41 1.074 -5.45 -14.06 37.29 Stress Ratio 0.107 0.257 0.700 N Mny 50.42 53.54 53.25 Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 ;oncrete Column u,- # yKWi,0600.0346 Title : Dsgnr: Project Desc.: Project Notes : Description : Existing pilaster Governing Load Combination Results Job # C1 Printed: 24 MAY 2010. 329PM File: C:IDocuments and SettingslBen\My Documents\ENERCALC Data Fileslshasta 10- 23.ec6 ENERCALC, INC. 1983 -2010, Ver. 6.1.03 Governing Factored Load Combination I. Dist. from Axial Load k r Dist. from Bending Analysis k -ft Stress Ratio base ft Pu rP ' Pn I base ft Sx S x' Mux tp Mnx 5y sy * Muy rP Mny I +1.200+0.50L+0.20S 1.0E 22.50 12.18 17.51 .. 22.50 1.058 1.08 2.82 1.074 -43.43 53.31 0.803 +0.90D+E +1.60H 22.50 8.07 9.78 22.50 1.037 0.70 2.98 1.048 37.51 50.10 0.751 +0.90D- 1.0E +1.60H 22.50 8.07 9.78 22.50 1.037 0.70 2.98 1.048 -41.17 50.10 0.821 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Load Combination D Only S Only 0.172 0.172 E Only 0.237 0.237 E Only 6.671 6.671 D+E 6.671 6.671 D -E 6.499 6.844 6.844 6.499 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only S Only E Only -E Only D+E D -E .ketches Reaction along X -X Axis Reaction along Y -Y Axis @ Base @ Top @ Base @ Top -0.0354 in 12.987 ft -0.0487 in 12.987 ft 0.5695 in 11.326 ft -0.5695 in 11.326 ft 0.5349 in 11.174 ft -0.6041 in U1 11.477 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft x_ Y Y a Title Block Line 1 You can changes this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 onorete Column ic. # : Kw- 06000346 Title : Dsgnr: Project Desc.: Project Notes : Job # E- V Printed: 24 MAY 2010, 329PM Fife C:lDocuments and SettingslBerl'My Docuirients\ENERCALC Data Files\stiasta 10- 23.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.03 Description : Existing pilaster Interaction Diagram cense • wner 6c)n V\93 286.5_ 257.9 229.2: 200.6 171.9 143.3 114.6 86.01 57.3 28.7 -33.9_ -67.8_ - 101.7_ -135.6 -169.5 0 0 8.0 16.0 Concrete Column P -M Interaction Diagram Allowable Moment (k -ft) IMEM %ISM ESP MEM SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 I I I ek JOB St"\CSC. SHEET NO E--(1 OF CALCULATED BY DATE 57 SCALE 1 ' 1 1 1 ItETIF•50 ("kt- ; it)tC.0 (1)// 1(2- I 111-.5 1 cpidx Kto.) !" ! ' ! I ' r 04. ; I • , , 1 • 11 1 '! 1 I ' • • 1 , i I 1 I ''' .-- - Il• '- 1 • i- - - I i . . ; , . 1 . 1 . : I ! ! 1 ! 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Principal GEOTECHNICAL ENGINEERING STUDY SHASTA BEVERAGES WAREHOUSE ADDITION 1227 ANDOVER PARK EAST TUKWILA, WASHINGTON ES- 1581.01 Earth Solutions NW, LLC 1805 -136TH Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: 425- 449 -4704 Fax: 425- 449 -4711 Toll Free: 866 - 336 -8710 REVIEWED FDA- CODE COMPLIANCE A PPOMED SEP 0 7 2010 City of Tukwila BUILDING DIVISION ECEIVED JUN 2 2 2010 PERMIT CENTER Di0- Important Intormafloo Abotit Your Geotechnical Engineering Report Subsurface problems'are a principal. cause' of: construction delays cost 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 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, butpreface 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 be 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. A5FE The Best People •n Earth 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. I IG ER06045.0M May 19, 2010 ES- 1581.01 Shasta Beverages, Inc. 1227 Andover Park East Tukwila, Washington 98188 Attention: Mr. Nick Heaton Dear Mr. Heaton: Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Shasta Beverages Warehouse Addition, 1227 Andover Park East, Tukwila, Washington ". Based on the subsurface conditions encountered at the test pit locations, the site is underlain primarily by about eight to ten feet of medium dense silty sand, sand and silt fill. Perched groundwater was observed at a depth of about seven feet below existing grade at test pit locations TP -2 and TP -5 during the fieldwork (April 2010). It appears that the groundwater is perched above a dense fill layer consisting of silty sand with gravel, which may represent a former parking area. Based on the results of our study, the proposed warehouse addition can be supported on conventional foundation systems bearing on structural fill. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill will be necessary. We appreciate the opportunity to be of service to you on this project. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449 -4704 • FAX (425) 449 -4711 TABLE OF CONTENTS ES- 1581.01 PAGE INTRODUCTION 1 General 1 Project Description 1 SITE CONDITIONS 2 Surface 2 Subsurface 2 Geologic Setting 3 Groundwater 3 DISCUSSION AND RECOMMENDATIONS 3 General 3 Site Preparation and General Earthwork 4 Temporary Erosion Control 4 Site Stripping Recommendations 4 In -situ Soils 4 Structural Fill 4 Foundations 5 Seismic Design Considerations 5 Slab -On -Grade Floors 6 Retaining Walls 6 Drainage 7 Excavations and Slopes 7 Utility Trench Backfill 7 Pavement Sections 8 LIMITATIONS 8 Additional Services 8 GRAPHICS, PLATE 1 PLATE 2 PLATE 3 PLATE 4 VICINITY MAP TEST PIT LOCATION PLAN RETAINING WALL DRAINAGE DEATAIL FOOTING DRAIN DETAIL APPENDICES Appendix A Subsurface Exploration Test Pit Logs Appendix B Laboratory Test Results Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY SHASTA BEVERAGES WAREHOUSE ADDITION 1227 ANDOVER PARK EAST TUKWILA, WASHINGTON ES- 1581.01 INTRODUCTION General This geotechnical engineering study was prepared for the warehouse addition to be constructed along the north side of the existing bottling /warehouse facility located at 1227 Andover Park East in Tukwila, Washington. The purpose of this study was to develop geotechnical recommendations for the proposed development. Our scope of services for completing this geotechnical engineering study addressed the following: • Conducting subsurface explorations within accessible portions of the development envelope; • Conduct engineering analyses, and • Preparation of this report The following documents /maps were reviewed as part of our report preparation: • Architectural and Site Egress Plan, Sheet A1.1, prepared by Craft Architects, dated May 7, 2010; • Geologic Map of King County, Booth et al, 2006, and; • King County USDA Soil Conservation Survey (SCS). Proiect Description A 40,000 square foot warehouse addition and associated improvements will be constructed along the north side of an existing bottling /warehouse structure. ESNW understands the existing building was constructed in the late 1960's and that the area of the currently proposed addition was filled at the same time to approximately match the finish floor elevation of the existing building. The new addition finish floor will match the existing structure. Shasta Beverages, Inc. May 19, 2010 ES- 1581.01 Page 2 At the time this report was prepared, specific building Toad values were not available. However, based on our experience with similar developments we anticipate wall loads will range from about 4 to 6 kips per foot and column Toads are anticipated to range from about 80 to 120 kips. Slab -on -grade loading will likely be on the order of 250 pounds per square foot (psf). ESNW understands along the south side of the new addition, columns will be constructed a distance of three feet from the existing north wall. The new roof will cantilever to meet the existing roof system to provide weather - proofing. Based on the existing topography, grading will be relatively minimal across the majority of the site, and will likely be limited to cutting to design footing elevations. The remainder of the site will be developed with asphalt paved drive lanes. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to confirm that our geotechnical recommendations have been incorporated. SITE CONDITIONS Surface The site is located on the west side of Andover Park East in Tukwila, Washington. The approximate location of the property is illustrated on Plate 1 (Vicinity Map) included in this study. A commercial bottling /warehouse structure occupies the southern portion of the site. The site is bordered to the north and south by commercial development, to the east by Andover Park East and to the west by a railroad spur. The existing site topography is relatively level and consists of a fill pad which extends roughly to the property boundaries to the north and west, to a parking lot to the east and abuts the bottling /warehouse structure to the south. Subsurface An ESNW representative observed, logged and sampled five test pits excavated by an excavator and operator contracted to ESNW. The approximate locations of the test pits are depicted on the Test Pit Location Plan (Plate 2). Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Fill was observed at all test locations and extended to depths ranging from about to 8 to 11 feet below existing grade. The fill generally consisted of silty sand (Unified Soil Classification SM), poorly graded sand with silt (SP -SM) and silt (ML). A distinct layer of dense silty sand with gravel was observed at test pit locations TP -1, TP -2 and TP -5 from about seven to eight and one -half feet below existing ground elevations. Below this layer, medium dense sandy silt (ML), silty sand (SM) and poorly graded sand with silt (SP -SM) native soils were encountered extending to the maximum exploration depth of 13 feet below existing grades. Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 ES- 1581.01 Page 3 Geologic Setting The referenced geologic map resource identifies alluvial (Qal) deposits throughout the site and surrounding areas. The King County Soil Survey (SCS) identifies Urban Land (Ur) soils across the site. Urban Land soils are those used for large -scale or regional grading areas such as the commercial district of Tukwila. The soils are variable with respect to gradation due to the variation of source material used. This soil unit presents a slight to moderate erosion hazard and exhibits slow runoff. The soil conditions below the current pad fill zone encountered at the test pit locations are generally consistent with the published geologic and soil designations. Groundwater Groundwater was observed at the test pit locations TP -2 and TP -5 at a depth of seven feet relative to existing grades during the fieldwork (April 2010). The groundwater appeared to be perched along the dense fill layer encountered at about seven feet below existing grade. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the wetter, winter months. DISCUSSION AND RECOMMENDATIONS General Based on the results of the geotechnical engineering study, construction of the proposed warehouse addition at the subject site is feasible from a geotechnical standpoint. The recommendations provided in this report are based in part on the conditions encountered at the test pit locations, engineering and analyses, our understanding of the proposed project and our experience with similar projects. This study has been prepared for the exclusive use of Shasta Beverages, Inc., and their representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 ES- 1581.01 Page 4 Site Preparation and Earthwork Prior to construction we anticipate site preparation will include implementation of temporary erosion control, stripping topsoil and otherwise organic materials and removal of structural improvements within the current outdoor storage area. Temporary Erosion Control Temporary construction entrances and drive lanes, consisting of at least 12 inches of quarry spalls can be considered in order to minimize off -site soil tracking and to provide a stable access entrance surface, as necessary. Erosion control measures should consist of silt fencing placed along the down gradient side of the site. Soil stockpiles should be protected to reduce soil erosion. Site Stripping Recommendations Topsoil and organic -rich soil was encountered generally within the upper three to four inches at the test pit locations. ESNW should observe stripping operations to confirm adequate removal of organic soil. In -situ Soils The soils at the majority of the test pit locations which would likely be exposed during grading activities consist of silty sand and sand and have a moderate to high sensitivity to moisture and were generally in a moist condition at the time of the explorations (April 2010). Soils encountered during site excavations that are over the acceptable optimum moisture content will require moisture conditioning prior to placement and compaction. Conversely, soils that are substantially below the optimum moisture content may require moisture conditioning through the addition of water prior to use as structural fill. From a geotechnical standpoint, the soils encountered at the test pit locations are generally suitable for use as structural fill provided the soil moisture content is at or up to 3 to 4 percent above the optimum moisture content. The use on -site soils as structural fill during the wet season will be difficult. A contingency should be included in the project budget for the use of imported soil should the on -site soil be too wet for use as structural fill. Structural Fill Structural fill is defined as compacted soil placed in foundation, slab -on- grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and be compacted to a relative compaction of 90 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D- 1557). Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 ES- 1581.01 Page 5 Imported soil intended for use as structural fill should consist of a well graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granular soil with a fines content of 5 percent or less defined as the percent passing the #200 sieve, based on the minus three - quarter inch fraction. Foundations Based on the results of our study, the warehouse addition can be supported on conventional spread and continuous footings bearing on existing structural fill. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill, may be necessary. Provided foundations will be supported as described above, the following parameters can be used for design of new foundations: • Allowable soil bearing capacity 2,500 psf • Passive earth pressure 350 pcf (equivalent fluid) • Coefficient of friction 0.4 A one -third increase in the allowable soil bearing capacity can assumed for short-term wind and seismic loading conditions. The above passive pressure and friction values include a factor -of- safety of 1.5. With structural loading as expected, total settlement in the range of one inch and differential settlement of about one -half inch is anticipated. The majority of the settlements should occur during construction, as dead Toads are applied. The new loads associated with the addition will result in some settlement of the existing structure. Given the competent condition and thickness of the fill underlying the site, settlement of the existing structure is estimated to be in the range of one quarter to one half inch. Seismic Design Considerations The 2006 International Building Code specifies several soil profiles that are used as a basis for seismic design of structures. Based on the soil conditions observed at the test sites, Site Class E, from table 1613.5.2, should be used for design. In our opinion, the alluvial soils underlying the fill on the site are susceptible to liquefaction. In our opinion, the fill soil is not susceptible to liquefaction given its relative density and the lack of an established groundwater table. In our opinion, settlements resulting from liquefaction of the underlying alluvial soil are anticipated to be in the range of one to two inches. Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 Slab -On -Grade Floors ES- 1581.01 Page 6 Slab -on -grade floors for the proposed warehouse should be supported on a firm and unyielding subgrade consisting of competent native soil or structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the slab. The free draining material should have a fines content of 5 percent or less (percent passing the #200 sieve, based on the minus three - quarter inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If a vapor barrier is to be utilized it should be a material specifically designed for use as a vapor barrier and should be installed in accordance with the manufacturer's specifications. Retaining Walls Retaining walls must be designed to resist earth The following parameters can be used for retaining • Active earth pressure (yielding wall) • At -rest earth pressure (restrained wall) • Traffic surcharge for passenger vehicles (where applicable) • Passive resistance • Coefficient of friction • Seismic surcharge pressures and applicable surcharge Toads. wall design: 35 pcf (equivalent fluid) 50 pcf 70 psf (rectangular distribution) 350 pcf (equivalent fluid) 0.4 6H (where H equals retained height) Additional surcharge loading from adjacent foundations, sloped backfill, or other loads should be included in the retaining wall design. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. Retaining walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The site sand and gravel soils can be considered free draining provided no topsoil is used or mixed with the backfill materials. The upper one foot of the wall backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be placed along the base of the wall, and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 Drainage ES- 1581.01 Page 7 Groundwater was observed at the test pit locations TP- 2 and TP -5 at a depth of about seven feet during the fieldwork (April 2010). As such, perched groundwater should be anticipated in deeper site excavations particularly during the winter and spring months. Temporary measures to control surface water runoff during construction would likely involve interceptor trenches and sumps, as necessary. Based on the soil and groundwater conditions observed at the test pit locations, extensive dewatering of excavations will likely not be necessary. In our opinion, footing drains should be installed around the addition perimeter. A typical foundation drain detail is provided as Plate 4. Excavations and Slopes The Federal Occupation Safety and Health Administration (OSHA) and the Washington Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope inclinations. Based on the soil conditions encountered at the test pit locations, the fill is classified as Type C by OSHA/WISHA. Temporary slopes over four feet in height in Type C soils must be sloped no steeper than 1.5H:1V (Horizontal:Vertical). Temporary shoring may be necessary to support excavations if the recommended temporary slope inclination cannot be achieved. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. The geotechnical engineer should observe temporary and permanent slopes to confirm the slope inclinations, and to provide additional excavation and slope recommendations, as necessary. Utility Trench Backfill In our opinion, the soils anticipated to be exposed in utility excavations will be generally suitable for support of utilities. Organic or highly compressible soils encountered in the trench excavations should not be used for supporting utilities. Please refer to the 'Site Preparation and Earthwork' section of this report for recommendations regarding the use of on -site soil as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable City of Tukwila specifications. Earth Solutions NW, LLC Shasta Beverages, Inc. May 19, 2010 ES- 1581.01 Page 8 Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted as recommended in the "Site Preparation and Earthwork" section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas of unsuitable or yielding subgrade conditions will require remedial measures such as overexcavation, placement of a geotextile and thicker crushed rock or structural fill sections prior to pavement. For relatively high volume, heavily loaded pavements subjected to moderate to high, loaded truck traffic, the following preliminary pavement sections can be considered: • Three inches of asphalt concrete (AC) placed over six inches of crushed rock base (CRB), or; • Three inches of AC placed over four inches of asphalt treated base (ATB). The AC, ATB and CRB materials should conform to WSDOT specifications. Soil base material should be compacted to at least 95 percent of the maximum dry density. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services, ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutions NW, LLC Pit? 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'r n ' 152nd Q 15 11 -3 - 22 a � * 1\„_ � , 1 PI °. • \ v r ■ S 156th St -• Z . $ PARK . �� ���' OIKAWA �� ° al c o LONGACRES INDUSTRIAL B, L' P • ' ' y � ' a 5 1 (154A \� `� WY ` - CRYSTAL % `� SPRINGS Nc � ®. �� -.- ®PARK �� 1 m - ''® M n -, I 1=t .cod 21 �1 ;Ti q ! 1 v ° c S 160th PARK .. q > r Q M 5 I^ l St V _ 4800 am 161 s 162nd St� Q Ap ti TUKWILA Westfield b Southcenter I FM PKWY • 3 Evans Back Dr. Baker Blvd a. ac W a G c Jti' N Q� e ` c a N $ ARKNS t . v Zns w ...5 - N —$ _164th. 15 1 !4 s St St St I I PARK 25 St v a -.5..^ 4700 s 4 5 1 N tip 166th - St Military Rd 5167th t 5 168th m _ St St t 5 ; , 1 c 5 a S I 170th IL' St U I f 2 / v / b- �tran• - 8 '\ *Vs' h 5 166. 166 Y • St . ? TUKWILA POND STRANDER g5 t c re Dr 1.: sr > Q N M ^ O ,,, / / J...._..._ KWILA i• 26 POND PARK (sQ I FS t. 5 5 71st St 9 S _cam 172nd St v, Corpora l t ; __.. ,.., "''1;'��; r N .. a y 1 1'.; ;.r 3 ! ' 12 g % i Corpora a Dr _ Minkler Blvd ' Bhp U. and Dr I 5 0 c • •T , Midland Dri 0 5 y o 5 172nd PI $ �1 S 5 173rd St 5 173rd o 5 175th St BOW LAK ! D c II' n`I • I • • :• - 5 S J > ? 1 III., 2 5011 Av St i uto 177th c t c c e� }`C Q St.-. 6b $ , , Qs 5 •n, S Q 9` \35 1.1 1 "\ inland '' costa Dr c SIT 36 D 3:Fgr. Dr x NORTH P.411k Reference: King County Map 655 By Thomas Brothers Maps Dated 2009 NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Earth 1 t th SOIUtions 'NwLLC Solutions NW Ll.c ,. hal Engmeeing Construction Monitoring ti naand Enviionmental Sciences" ° 4,.. ;;,,.: ... Vicinity Map Shasta Warehouse Addition Tukwila, Washington Drwn. GLS Date 05/19/2010 Proj. No. 1581.01 Checked SSR Date May 2010 Plate 1 TP -2 TP -5 T LEGEND Proposed Warehouse Addition ITP -3 TP-4 Existing Warehouse r -r TP -1— I — Approximate Location of I ESNW Test Pit, Proj. No. ES- 1581.01, May 2010 Subject Property Existing Building Proposed Building Addition NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the dient at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. NORTH Q.; ANDOVER PARK WAY 0 50 100 200 1" =100' - - -_ Scale in Feet • Earth Solutions NW ac. lutions ineering const uction- Monitoring nvironmental:Saences;� '� r'' ' Test Pit Location Plan Shasta Warehouse Addition Tukwila, Washington Drwn. GLS Date 05/19/2010 Checked SSR Date May 2010 Proj. No. 1581.01 Plate 2 III NOTES: 18" Min. o 0 ° O 0 ° 0 0 00 ° Oa o 0 O m° O oQ 6 00 ° ° 0 0 o°Q ° 00 0 0 0 O° °p O° 0 O 0 0 00 o 0 (Do 0 0 0 ° oo °0 0 o O 000../1 0 Q O O O ° V 0 oQn1 '"'LVl _ °O0 ° O 0 00000 0 Q °0 ° o O °0° o C p° 0p ° O 0 o ° 0 O oo °Q, °o° ° - 0 0 0 0 0 o ° o ° O o Q 0 00 0 0 0 0 0 0 0° 00 00 00 o ° o 0 ° ° ° o V • ° O ° 0 0 ° 00 0° 0 o o° Q ° nn g ° O 00' b o °0 ° 0 ° 0 ° °° • 0Q ° 0 0 0 n o O ° ° o e 0 0 00 0 0 �o 0 s ° ° 0 0°°° 0 000 • 0 0 0 0 • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per IESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock: 0 °0° 0 0 0 0 o ° ~rlftij~f� Pa▪ VaCP LEGEND: Free Draining Structural Backfill 1 inch Drain Rock Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING QIU Ions „ eo a d E'nveonme aLSueno s s �- I' RETAINING WALL DRAINAGE DETAIL Shasta Warehouse Addition Tukwila, Washington Drwn. GLS Date 05/19/2010 Checked SSR Date May 2010 Proj. No. 1581.01 Plate 3 Slope 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of Tess permeable, suitable soil. Slope away from building. ▪ :▪ ti :ti :ti:ti� LEGEND: Surface Seal; native soil or other low permeability material. 1" Drain Rock SCHEMATIC ONLY - NOT OT SCALE NOT A CONSTRUCTION DRAWING GeotechnicaltEngrneer rng Consttr ucuonrt • .7 frOvA e Ali andkEnvironmental Scie nces FOOTING DRAIN DETAIL Shasta Warehouse Addition Tukwila, Washington Drwn. GLS Checked SSR Date 05/19/2010 Proj. No. 1581.01 Date May 2010 Plate 4 APPENDIX A SUBSURFACE EXPLORATION ES-158t01 The subsurface conditions at the site were explored by excavating a total of five test pits across accessible portions of the property. The subsurface explorations were completed in April 2010. The approximate test pit locations are illustrated on Plate 2 of this report. Logs of the test pits are provided in this Appendix. The test pits were excavated to a maximum depth of 13 feet below existing grades. Earth Solutions NW, LLC Earth Solutions NW LLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED OILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) GIs.. .6. '• .111 ii and GIN WELL- GRADED GRAVELS, GRAVEL - MIXTURES, LITTLE OR NO FINES ° Qo a° Q• o ODo 0' • 0 0 00 • GP POORLY - GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS FINES WITH (APPRECIABLE AMOUNT OF FINES) •'' • 4 11 cof o'1 �� • GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES 4I' J��J ,J ' 'ij,f •i j'j ,1I A % GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND SANDY SOILS MORE THAN 50 °r6 OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) SW GRAVELLY SANDS, LITTLE OR NO FINES SP POORLY - GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SILTY SANDS, SAND - SILT MIXTURES /' '' ' ' SC CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND LIQUID LIMIT LESS THAN 50 CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS AND LIQUID LIMIT CLAYS GREATER THAN 50 . MH , INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CI„ I INORGANIC CLAYS OF HIGH PLASTICITY .rw •�++�^ OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTS HIGHLY ORGANIC SOILS %I f, s''# %VI sl / 1, . Et t �� �� s" PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached Togs. Earth Solutions NW TEST PIT NUMBER TP -1 Earth 2881 152nd Avenue N.E. ISO 1 utio rt - Redmond, Washington 98052 PAGE 1 OF 1 r• ( Telephone: 425 - 284-3300 Fax: 425 - 284-2855 CLIENT Shasta Beverage PROJECT NAME Shasta Warehouse Addition PROJECT NUMBER 1581.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/3/10 COMPLETED 5/3/10 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil & Sod 3 ": field grass AFTER EXCAVATION — c DEPTH (ft) SAMPLE TYPE NUMBER TESTS vi 0 vi GRAPHIC LOG m D r v m cn v O z - - _ 5 MC= 11.40% Fines = 12.20% MC = 14.50% MC = 11.60% MC = 16.00% MC = 21.00% SM ❖••4 Brown silty SAND with gravel, loose, wet (Fill) 44+ ••iii *VA 1.5 SM •ii•: Brown silty SAND, medium dense, moist (Fill) ■ • •••: ...St .44.4 •;•;•; - variable gravel content •••i ...Sty •••••: - becomes dense, includes gray silty sand nodules ••ii' 7.0 - - - - - - 10 .•••X Gray silty SAND with gravel, dense to very dense, moist (Fill - Old Commercial Pad) •-•-••∎ SM SP- SM : • Greenish - gray poorly graded SAND with silt, medium dense to dense, moist io.o ML Gray SILT, medium dense, moist -organic wet layer above -0.5" thick (old topsoil ?) -wood fragments -sand layers 13.0 .0 - i D 0 5 0 2 J L L g L Z Al n Test pit terminated at 13.0 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 13.0 feet. Earth Solutions NW TEST PIT NUMBER TP -2 Earth 2881 152nd Avenue N.E. DSO I utio n - Redmond, Washington 98052 PAGE 1 OF 1 N Li 4. Telephone: 425 - 284-3300 Fax: 425 - 284-2855 CLIENT Shasta Beverage PROJECT NAME Shasta Warehouse Addition PROJECT NUMBER 1581.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/3/10 COMPLETED 5/3/10 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil & Sod 4 ": field grass AFTER EXCAVATION — o DEPTH (ft) SAMPLE TYPE NUMBER TESTS csi ai GRAPHIC LOG MATERIAL DESCRIPTION - - - - - - - 5 MC = 9.00% MC = 10.60% MC =8.10% MC = 35.30% ;•;• SM *• *•; NV et Brown silty SAND with gravel, loose, wet (Fill) SP- SM 4.444( Ka '.* ****4$ t••••:$ Ka '****4 '****4 '• *••••4 .00': ,t::: �. � ,4 • ••••� :i • •i•• �•:�� Brown poorly graded SAND with silt and gravel, medium dense, moist (Fill) - becomes wet 7.0 -very light seepage - - - - - - 10 SM t :• :: :.; �•�,�.•,� ,•••••••, , ❖■••■ •.•8.5 Grayish - brown silty SAND with gravel, dense, moist (Fill) SP_ SM Brown poorly graded SAND with silt and gravel, medium dense, moist 10.0 ML Gray SILT, medium dense, wet .0 11.0 - s i 9 i 7 0 a u L U 5 u Test pit terminated at 11.0 feet below existing grade. Groundwater seepage encountered at 7.0 feet during excavation. Bottom of test pit at 11.0 feet. CLIENT PROJECT Earth Solutions NW L1 rtti 2881 152nd Avenue N.E. 'So I uti 0 n Redmond, Washington 98052 NW -1 € Telephone: 425 -284 -3300 Fax: 425 - 284-2855 Shasta Beverage TEST PIT NUMBER TP -3 PAGE 1 OF 1 PROJECT NAME Shasta Warehouse Addition NUMBER 1581.01 PROJECT LOCATION Tukwila, Washington DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED CONTRACTOR METHOD BY SSR 5/3/10 COMPLETED 5/3/10 GROUND ELEVATION TEST PIT SIZE NW Excavating GROUND WATER LEVELS: AT TIME OF EXCAVATION — CHECKED BY grass SSR AT END OF EXCAVATION — Depth of Topsoil & Sod 3 ": field AFTER EXCAVATION — a F °v 0 in a% tu _ 2z co TESTS ui vUi 0 8 0 MATERIAL DESCRIPTION - - - - 5 MC = 16.20% MC = 22.30% MC= 14.70% SM *.; Earth Solutions NW TEST PIT NUMBER TP-4 Earth 2881 152nd Avenue N.E. PAGE 1 OF 1 SO I uti o n Redmond, Washington 98052 NIi1' i.i.c Telephone: 425 - 284-3300 Fax: 425 - 284-2855 CUENT Shasta Beverage PROJECT NAME Shasta Warehouse Addition PROJECT NUMBER 1581.01 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/3/10 COMPLETED 5/3/10 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SSR CHECKED BY SSR AT END OF EXCAVATION — NOTES Depth of Topsoil & Sod 3 ": field grass AFTER EXCAVATION — 1 a F Ov 0 Ili a. w 2z cn TESTS C0 Q O 00 MATERIAL DESCRIPTION - — — - - - - 5 MC = 7.50% ° MC = 24.30 /o Fines = 65.00% MC = 19.00% MC = 8.80% MC = 35.40% SM •••;•;. • � % %� ••• •'i'i'i •••••• •:: ::• •i'i'i •••••• •••••:' •••4.0 „ !; :; ••���� �••• ••.... ••.•.• •+:., J•'•' •�•�•� vi'i'i i•i•i• •'0 •••••• tititit Brown silty SAND with gravel, loose, wet (Fill) -trace wood debris - becomes medium dense ML SM Gray sandy SILT, medium dense to dense, moist (Fill) -silty sand layers / interbeds 9.0 - - - - - - - 10 - • • ::• :: Gray silty SAND with gravel, dense, moist D m 5 C9 1- Z1 Z a 'a 0. 4 to- L. mi W H a co SQ C w z Ow ML 1 11.5 Brown SILT, medium dense to dense, wet Test pit terminated at 11.5 feet below existing grade. No groundwater encountered during excavation. Bottom of test pit at 11.5 feet. CLIENT PROJECT Earth Solutions NW Ea rttl 2881 152nd Avenue N.E. 1So I Uti0 rls Redmond, Washington 98052 Willi Telephone: 425 - 284-3300 Fax 425 - 284-2855 Shasta Beverage TEST PIT NUMBER TP -5 PAGE 1 OF 1 PROJECT NAME Shasta Warehouse Addition NUMBER 1581.01 PROJECT LOCATION Tukwila, Washington DATE EXCAVATION EXCAVATION LOGGED NOTES STARTED CONTRACTOR METHOD BY SSR 5/3/10 COMPLETED 5/3/10 GROUND ELEVATION TEST PIT SIZE NW Excavating GROUND WATER LEVELS: AT TIME OF EXCAVATION — CHECKED BY grass SSR AT END OF EXCAVATION — Depth of Topsoil & Sod 3 ": field AFTER EXCAVATION — I- x ill 0 v 0 to a Ili LU c 2 z co TESTS co v J (7 MATERIAL DESCRIPTION - - - - - - 5 SM •;••••• ••;•;• Brown silty SAND with gravel, loose, wet (Fill) MC = 11.50% MC = 18.10% SP- SM •••••• i • 'ii' •••• :• i'i'i' • •••• • •'•'•' :•:, ,::::$ ••• 00'• i'i'i' •••••' ••••;• 000 0: ••• :•, :••••■ A,: Brown poorly graded SAND with silt and gravel, medium dense, moist (Fill) -heavy caving in seepage - - n B E n h 3 z 3 4 F, a 1- x ga w z w o SM 8.5 Gray silty SAND with gravel, dense, moist (Fill) -hole abandoned due to heavy caving & seepage Test pit terminated at 8.5 feet below existing grade. Groundwater se4epage encountered at 7.0 feet during excavation. Bottom of test pit at 8.5 feet. APPENDIX B LABORATORY TEST RESULTS ES- 1581.01 Earth Solutions NW, LLC Earth Solutions NW CLIENT Shasta Beverages, Inc. PROJECT NUMBER ES- 1581.01 O 2 CO C7 C9 R ENT FINER BY WE ' 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 GRAIN SIZE DISTRIBUTION PROJECT NAME Shasta Beverage Warehouse Addition PROJECT LOCATION Tukwila U.S. SIEVE OPENING IN INCHES 1 U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 ' 1/23/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 HYDROMETER II 1 1 1 • • • 100 10 1 0.1 GRAIN SIZE IN MILLIMETERS SAND COBBLES GRAVEL 0.01 0.001 coarse fine coarse I medium fine SILT OR CLAY Specimen Identification • TP -1 1 TP-4 4.0f t. 4.5ft. Classification Brown silty SAND, SM Gray sandy SILT, ML LL PL PI Cc Cu 2.47 9.60 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay • TP -1 4.0ft. 19 0.416 0.211 6.1 81.7 12.2 1 TP-4 4.5ft. 19 3.5 31.5 65.0 1 COPY 4 COPIES 1 COPY 1 COPY REPORT DISTRIBUTION ES- 1581.01 Shasta Beverages, Inc. 1227 Andover Park East Tukwila, Washington 98188 Attention: Mr. Nick Heaton Craft Architects Terminal Sales Building 1932 First Avenue, Suite 408 Seattle, Washington 98101 Attention: Mr. Dean Watkins Shutler Engineering 12503 Bel-Red Road Bellevue, Washington 98005 Attention: Mr. Joe Shutler Barghausen Consulting Engineers 18215 — 72nd Avenue South Kent, Washington 98032 Attention: Mr. Dan Balmelli Earth Solutions NW, LLC September 3, 2010 File No. 262010.005/00803 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Shasta Beverage Warehouse Addition (D10 =162) Dear Mr. Benedicto: r GIIVI'L ENGIINEER NG a + }STRUC^TURAENGINEERING; a:Ma rrSaR; li.A NING , SURVEYING ;d i.!!•�+7iJY:7� .1.•d.Yzr ;Y.rrs We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila: The permit applicant has responded to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Design drawings for open -web steel joists and girders. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, dated May 19, 2010. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Placement of structural fill and soil compaction. 4. Verification of soil - bearing capacity. 5. Installation of foundation and retaining wall subsurface drainage system. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1 Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Structural welding of concrete reinforcement at the seismic - force - resisting system (e.g., Details L /S5.0 and M/S5.0; and Type B connection, Sheet S6.0): Continuous. 4: Structural welding of concrete reinforcement other than at the seismic- force- resisting system, where applicable: Periodic. 728 134th Street SW Suite 200 Everett, WA 98204 phone. 425 741 -3800 x: 425 /41 -3900 4300 B Street Suite 302 Anchorage, AK 99503 Phure 90/,62 3439 fax: 907 561 -5319 • • Mr. Bob Benedicto, Building Official City of Tukwila September 3, 2010 File No. 262010.005/00803 Page 2 5. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic. 6. Installation of anchor bolts /rods in concrete: Continuous. 7. Installation of welded headed stud anchors in concrete: Continuous. 8. Installation of concrete expansion anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES). 9. Adhesive installation of concrete reinforcement (e.g., Sheet S1.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES). 10. Fabrication and erection of structural steel: Periodic. 11. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 inch): Periodic. 12. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 inch), where applicable: Continuous. 13. High - strength bolting of structural steel other than slip - critical: Periodic. 14. High - strength bolting of structural steel, slip - critical, where applicable: Continuous. 15. Erection of open -web steel joists and girders: Periodic. 16. Fastening at wood - framed roof diaphragm: Periodic. Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. 'VtAA-k Fort Philip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Kathy Craft - Reich, Craft Architects (by e -mail) John Headland, Shutler Consulting Engineers (by e -mail) Sarah Gehrke, Shutler Consulting Engineers (by e -mail) Bob Benedicto, City of Tukwila (by e -mail) Brenda Holt, City of Tukwila (by e -mail) d l s \o: \doc\26 \p lanrevw \tukwila\ 10 \t008r3 . doc \prb Reid iddleton • • AEI ®® SHUTLER ® ®; CONSULTING ® ®_ i ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 • (425) 450 -4075 • FAX (425) 450 -4076 September 2, 2010 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Review — Second Submittal Shasta Beverage Warehouse Addition Tukwila, WA Permit 4D10 -162 Dear Mr. Benedicto, I have received the plan review comments prepared by Philip Brazil of Reid Middleton, dated September 1, 2010. My responses to the structural items follow: 8. I have revised our general note on sheet S -1.0 to reflect the use of A706 rebar or A615 rebar that has mill tests that meet the requirements of ACI section 21.2.5. 9a. Per my conversation with Phil Brazil our design meets these requirements. 9b. Per my conversation with Phil Brazil our design meets these requirements. 10. Per my conversation with Phil Brazil our design meets these requirements. 11. I have included calculations showing that our panel to panel connections are 50% stronger than the required force in agreement with ACI section 21.13. See L -14, 15, and 42. 15. I have revised our base shear calculation for consistency. with the R =5.0 used on this project, see L -51. The revised base shear is shown on sheet S -1.0. When I revised the calculations I used an R =4 in case we needed to revise our system to intermediate shear walls. Since we have been allowed to use an R =5 for special shear walls our calculated loads are conservative. The diaphragm design is based on the seismic weight of the roof structure and the perpendicular walls supported by the roof. This load is then transferred into the drag struts and shear walls for the tributary area. The shear walls support these loads at the top, and then the seismic loads from the walls themselves are added into the shear wall design. - 16. - Sheet S -6.0 has two details that show how the tied and hooked rebar is placed-in the panels: These details call for the rebar to extend 24" above and below the panel opening. 22. This comment is related to and answered in item 15 above. If you have any further questions or need additional information, please give me a call. DEVELOPMENT September 1, 2010 File No. 262010.005/008r2 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Second Submittal Shasta Beverage Warehouse Addition (D10 -162) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. Several of the previous review comments (letter to the city of Tukwila, dated August 11, 2010) have not been addressed completely in the recent submittal. The comments below supersede the previous review comments and outline the remaining issues: The permit applicant should address these comments. The numbering system from our previous letter has been retained for your reference. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No additional comments. Architectural No additional comments. • Structural General No additional comments. 'Ye- likt ,CNILyENGINEERING:r . '• T5161. 1,F IT NGINEERING' P,LAANNNING P���, SI.�,JRVE:YING' 728 134th Street SW Suite 200 Everett, WA 98204 Phone: 425 741 -3802 Fax 425 741 3900 4300 B Street Suite 302 Anchorage, AK 99503 P'rc- e:: 90/ i67 -3'139 Fax 927 561 -5319 • • Mr. Bob Benedicto, Building Official City of Tukwila September 1, 2010 File No. 262010.005/00802 Page 2 Lateral 8. Section 21.1 of ACI 318 -05 defines "boundary element" as a portion "along structural wall and structural diaphragm edges strengthened by longitudinal and transverse reinforcement." This definition includes edges of openings within walls and diaphragms. It is evident from the wall elevations on Sheet S6.1 that there are edges of the precast wall panels that are to be strengthened by longitudinal and transverse reinforcement. Also, on pages L17, L2, L24, L29, L38, L43 and elsewhere in the revised calculations, the requirements for special boundary elements, not boundary elements, appear to be considered. The note described in our letter of August 11 should still be added to the drawings. See IBC Section 1901.2 and Sections 21.1 ( "boundary elements "), 21.2.5 and 21.7.6 of ACI 318 -05. 9a. The response from Shutler Engineers in their letter of August 17 does not address the issues raised in our letter of August 11. In addition, Section 21.7.8 of ACI 318 -05 does not allow for construction joints in special reinforced concrete structural walls, provided the conditions specified therein are met. Section 21.7.8 requires construction joints to comply with the specified sections of ACI 318 -05 where they occur in the structure. Substantiating data and revised drawings as described in our letter of August 11 should still be submitted for review. See IBC Section 1901.2 and Sections 21.7.2.1 and 21.7.2.3 of ACI 318- 05. 9b. The response from Shutler Engineers in their letter of August 17 does not address the issues raised in our letter of August 11. The requirements of Chapter 10 of ACI 318 -05 still apply as well as applicable requirements of Chapter 14. Also, Section 14.2.6 requires concrete walls be anchored to intersecting elements such as (1) floors or roofs; or to columns, pilasters, buttresses of intersecting walls; and (2) to footings. Note that Section 16.4.2 requires the reinforcement in precast, nonprestressed concrete walls be designed in accordance with Chapters 10 and 14. Substantiating data and revised drawings as described in our letter of August 11 should still be submitted for review. See IBC Section 1901.2 and Section 21.7.5 of ACI 318 -05. 10. The response from Shutler Engineers in their letter of August 17 does not address the issues raised in our letter of August 11. The requirements of Section 21.10.2.1 of ACI 318 -05 still apply as well as applicable requirements of Section 16.5. Substantiating data and revised drawings as described in our letter of August 11 should still be submitted for review. See IBC Section 1901.2 and Section 21.10.2.1 of ACI 318 -05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila September 1, 2010 File No. 262010.005/00802 Page 3 11. The response from Shutler Engineers in their letter of August 17, which directs us to the revised calculations but not to specific pages in the calculations, does not appear to address the issues raised in our letter of August 11. We identified only page L15 in the calculations, which does not consider the Type B connections that are typically specified on Sheet S6.1 where panel -to -panel connections are required by analysis. Substantiating data and revised drawings as described in our letter of August 11, as well as a narrative describing the analytical approach used, should still be submitted for review. See IBC Sections 1901.2 and 1908.1.13; and Sections 21.8.1 and 21.13 of ACI 318 -05. 15. The determination of the revised seismic base shear, V, in the revised calculations is not clear. The revised seismic response coefficient, CS, is reduced to 0.167 for Site Class E and the response modification factor, R, of 5.0 is unchanged, based on page L2A of the calculations and Sheet S1.0. A value of 0.208 for CS, however, is determined on page L2B based a value of 4.0 for R and the value for V is based on this latter value for Cs, based on page L51 of the calculations and Sheet S1.0. The value of 4.0 for R appears to be derived from 1997 UBC Section 1633.2.9(3). Please verify. A narrative should be submitted describing the approach taken in determining the values described above and the seismic design information on Sheet S1.0 should be revised to agree with that approach. The value of 4.0 for R appears to be derived from 1997 UBC Section 1633.2.9(3). Please verify. Refer to Sections 12.10 and 12.11 of ASCE 7 -05 for current provisions related to diaphragms and anchorage of structural walls. 16. The size and spacing of the transverse reinforcement is specified but not the extent, which is required to continue at least 12 inches beyond wall openings as stated in our letter of August 11. The drawings should be revised to specify the required extent of the transverse reinforcement. See IBC Sections 1901.2, 1908.1.8, 1908.1.9, and 1908.1.13; and Sections 21.7.10, 21.8.1 and 21.13.5 of ACI 318 -05. 22. The determination of revised lateral forces for the design of the precast concrete structural walls and the drag struts beginning on pages L13 and L52, respectively, of the revised calculations is not clear. Quantities of lateral forces are reported but calculations that determine the quantities are apparently not included. The inclusion of the missing dead load specified in Comment #15 of our letter of August 11 combined with the reduction in seismic response coefficient, Cs, discussed above should result in an increase of at least 30 percent Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila September 1, 2010 File No. 262010.005/00802 Page 4 for the seismic base shear, V, but a comparison of the aggregate lateral forces in the original versus the revised calculations result in only a 15 percent increase. Calculations that determine the quantities of revised lateral forces for the precast concrete structural walls and drag struts should be submitted for review. The structural design may need to be revised. Please verify. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid MI y dleton, Inc. 1 Philip, : razil, P.E., S.E. Senior Engineer cc: Kathy Craft, Craft Architects (by e -mail) John Headland, Shutler Consulting Engineers (by e -mail) Sarah Gehrke, Shutler Consulting Engineers (by e -mail) Bob Benedicto, City of Tukwila (by e -mail) Brenda Holt, City of Tukwila (by e -mail) dls \o: \doc\26 \planrevw \tukwila\ 10 \t008r2.doc \prb Reid iddleton =Oh ill SHUTLER CONSULTING ENGINEERS, INC. August 17, 2010 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 * (425) 450 -4075 * FAX (425) 450 -4076 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Re: Building Permit Review — First Submittal Shasta Beverage Warehouse Addition and Vault Tukwila, WA Permit #D10 -162 & #D10 -169 Dear Mr. Benedicto, RECE ED AUG 1 8 7010 REID MIIDDLETON I have received the plan review comments prepared by Philip Brazil of Reid Middleton, dated August 11, 2010. My responses to the structural items follow: 1. This is a list of special inspection requirements. No response from us is required. 2. The general notes on sheet S -1.0 showed the seismic -force resisting system as a "bearing wall system with special concrete reinforced shear walls ". This is stated in the first paragraph of the "Seismic Design Information" section. 3. Originally, the seismic values for Site Class D & E were compared and the higher design force for Site Class D was used. We had not shown the correct Sdl value for this situation. Our calculations have been revised to use Site Class E as shown in the soils report. All seismic design values have been revised to Site Class E. 4. IBC Table 1911.2 was not used on this project. The reference to it has been removed. 5. The roof plan on sheet S -2.1 has been revised to reflect the correct joist spacing of 10' -0" on- center. - 6. Our intent was to use an R =5.0; which would be a bearing wall system with "special precast - structural walls ". We have been in the habit of referring to this system as a "special reinforced concrete shear wall" since we need to meet all of the same design requirements, even though it is a tilt -up wall system and not cast -in- place. 7. I have revised the calculations for the lateral design portion of this project. We will use a "special precast structural wall" system which meets the requirements of AC1 318 sections 21.2.2.3, 21.2.3, 21.2.4, 21.2.5, 21.2.6, 21.2.7, 21.7, 21.8, 21.13.2 thru 6 as modified by IBC 2006. The review comments mention the 2009 IBC, but I assume this is a typographical error since the plans were accepted under the 2006 IBC. Shasta Addition 1 of 3 • • 8. I have reviewed our calculations; our design does not require a boundary element in any of our walls. ASTM A615 rebar is satisfactory. 9a. ACI 318 section 21.7.8 allows for construction joints in cast -in -place "special concrete reinforced walls" provided the interconnection meets section 6.4 for the transfer of loads across the joint. Section 6.4.3 states that "provision shall be made for transfer of shear and other forces through construction joints ". The joint between the panels is the same thing as a construction joint. Where we are connecting the panels together to act as a single wall for overturning and have designed a shear - friction connection between the panels to transfer the required loads. 9b. Tilt -up concrete walls are a type of concrete wall design that is typically outside the requirements of ACI 318 chapter 10, because of their slenderness. ACI section 14.8 is used for the design of these slender walls. These walls are designed to be controlled by tension and have limitations placed on their compression forces. Typically, the walls for this project have no net tension force to be designed for, so are not specifically tension controlled. However, they can be checked to see that they do not exceed the maximum factored compression stress of 0.06f c or 240 psi allowed. In checking the boundary design requirements the compression forces did not exceed 240 psi, except in one instance. There are some panels that have large door openings. I have included calculations showing that these panel legs can support the factored loads and secondary moments, see pages L- 46 thru 48. 10. ACI section 21.10.2.1 states that longitudinal reinforcement used to resist earthquake forces shall extend into the foundation, which is the typical way to construct a cast -in -place wall. However, ACI section 16.5.1.3(c) allows precast (ie. tilt -up) construction to be connected to the slab alone when there is no net tension force at the base of the wall. Most of the wall panels used on this project are stable on there own with no net tension force at the base. Some panels require a connection to the adjacent panels in order to remain stable with no net tension force. I have revised our calculations to shown that all the walls have no net tension force that needs to be resolved to the foundation. Shear friction connections have been designed for panels that require a tie to the adjacent panels. The panel shear loads are taken by shear friction into the reinforced concrete slab. 11. See the revised calculations for the design of the panel to panel connections. 12. The strap shown in section A/S -5.0 and N /S -5.0 has been revised in length to account for any nails that are not effective on top of the joist. 13. The expansion bolts called for on the_drawings have been revised to Hilti KB -TZ from Simpson Strong -Bolts as shown originally. This is shown in the "Anchorage to Concrete" section of the general note. A detailed calculation is attached for your review. See pages L -74 and 78. 14. The wall tie force for the design of steel elements has been revised to include the 1.4 factor required by ASCE 7 section 12.11.2.2.2. See the attached calculation page L -64. 15. The base shear calculation has been revised. See page L -51. Shasta Addition 2 of 3 • 1 16. Our panel elevations had mistakenly omitted some of the #3 hooked horizontal bars at doors located near panel joints. These have been added to sheet S -6.1. 17. OSB Structural I panels will be used on this project. The strength axis is oriented perpendicular to the 2x6 supports. We have revised detail as on sheet S -3.0 to make this clearer. 18. 15/32" Structural I OSB panels are adequate to support the 25 psf roof snow load when the strength axis is oriented perpendicular to the 2x6 stiffeners that support the sheathing. 19. The roof at grid 5/K.7 is a re- entrant corner. The drag struts and there connections have been designed for the overstrength factor of 2.5 and do not need to be designed for the 25% increase of ASCE section 12.3.3.4. 20. In section NI/S-5.0 the spacing of the welded rebar at the connection has been increased to 4db so that the splice length of the rebar does not need to be changed. 21. I have included a copy of Design Aid 6.15.3 from the PCI Design Handbook 7`h Edition (2010) for the "Minimum Length of Weld to Develop Full Strength of Bar" and my calculation that shows the flare -bevel groove weld is adequate in sections L /S -5.0 and M/S -5.0. See pages L -62 and 63. It seems that the plan reviewer believes that tilt -up wall construction must emulate cast -in -place construction completely in order to design a "special reinforced concrete shear wall ". He has included the continuity of the reinforcing across construction joints and into the foundation as part of his interpretation of the requirements. The codes allow for mechanical connections using shear friction to be used at construction joints and when there is no net tension force, a tilt -up wall can be attached solely to the slab - on- grade. Tilt -up construction has long been recognized as a special kind of precast construction and the code has recognized this with special sections related to its use. I believe that I have adequately answered the questions that the plan reviewer had and met the requirements of the code in order to design this building with "special precast structural walls" that meet the requirements of "special reinforced concrete shear walls ". If you have any further questions or need additional information, please give me a call. Sincerely, ti• J hn Headland, P.E. Shasta Addition 3 of 3 sr, a atii: gga•;✓nxr. August 11, 2010 File No. 262010.005/00801 GIVINGINEERINGN;, TRUCTURAL5 ENGINEERING' P.LANNINGT'"' 44SU VEYING ,,, RECEVED AUG 12 20101 COMMUM rr DEVELOPMENT Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Shasta Beverage Warehouse Addition and Vault (D10 -162 and D10 -169) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, dated May 19, 2010. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Overexcavation for placement of structural fill, where applicable. c. Placement of structural fill and soil compaction. d. Verification of soil - bearing capacity. e. Installation of foundation and retaining wall subsurface drainage system. Architectural 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 'hone X25 741 -3800 Fax: 425 741 -3900 ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 hone 907 562 3439 r<ax: 901 561 =5319 • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 2 of additional permits. See IBC Section 106.3.4.2. The following is a summary: a. Design drawings for open -web steel joists and girders. b. Design drawings for precast, prestressed concrete floor systems (vault lid). c. Design drawings for canopies (i.e., East Elevation). Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Structural welding of concrete reinforcement at the seismic- force - resisting system (e.g., Details L /S5.0 and M/S5.0; and Type B connection, Sheet S6.0): Continuous, see also Item 2 of Table 1704.4 and Item 5.b.2 of Table 1704.3. d. Structural welding of concrete reinforcement other than at the seismic- force- resisting system, where applicable: Periodic, see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. e. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. f. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. g. Installation of welded headed stud anchors in concrete: Continuous, see also Section 1704.13. h. Installation of concrete expansion anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.13. i. Adhesive installation of concrete reinforcement (e.g., Sheet S1.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.13. j. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. k. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 inch): Periodic, see also Section 1704.3. 1. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 inch), where applicable: Continuous, see also Section 1704.3. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 3 m. High - strength bolting of structural steel other than slip- critical: Periodic, see also Section 1704.3. n. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and RCSC Section 9.3. o. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. p. Fastening at wood -framed roof diaphragm: Periodic, see also Section 1707.3. 2. The section of the general notes on seismic design information, Sheet S l .0, should be revised by also specifying the basic seismic- force - resisting system(s). See IBC Section 1603.1.5. 3. The design spectral response accelerations, SDS and SDI, in the section of the general notes on seismic design information, Sheet S1.0, are incorrect for Site Class E, which is recommended in the geotechnical report (page 5). The values should be revised. See IBC Section 1613.1 and Section 11.4 of ASCE 7 -05. Refer to page L2 of the calculations. 4. IBC Table 1911.2 is referenced for the minimum embedment of anchor rods in concrete at the section of the general notes on anchorage to concrete, Sheet S1.0. This table, however, does not apply where load combinations include earthquake load effects or where strength design is used. Sheet S1.0 should be revised to specify compliance with Appendix D of ACI 318 -05, where load combinations include earthquake load effects or where strength design is used. See IBC Sections 1911.1 and 1912.1. 5. At the roof framing plan, Sheet S2.1, the spacing of the open web steel joists at Grids L -M is specified as 6'0 ", but a 10'0" spacing appears to be intended. The framing plan should be revised. Foundation No comments. Vertical No comments. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 4 Lateral 6. The section of the general notes on seismic design information, Sheet S1.0, specifies a response modification factor, R, of 5.0 but not the seismic- force- resisting system from which this value is obtained. The system appears to be a bearing wall system consisting of special reinforced concrete shear walls. The "tilt -up" method of constructing the exterior concrete walls, however, results in walls that are precast and not cast -in- place. "Precast concrete" is defined in Section 2.2 of ACI 318 -05 as a "structural concrete element cast elsewhere than its final position in the structure." In Section 21.1 of ACI 318 -05, a "shear wall" is included in the definition of "structural wall," and a "special reinforced concrete structural wall" is defined as a "cast -in -place wall," complying with specific sections of ACI 318. There are also definitions of "intermediate precast structural wall" and "special precast structural wall." Table 12.2 -1 of ASCE 7 -05 specifies seismic design coefficients for intermediate precast shear walls but not special precast shear walls. The drawings should be revised to clarify the type of seismic - force - resisting system to enable review. See IBC Sections 1613.1 and 1901.2. 7. Given the "tilt -up" method of constructing the exterior concrete walls, the structure must meet the requirements of ACI 318 -05 for a precast concrete seismic - force - resisting system. There are three possibilities, but the structure, as currently designed, does not meet certain requirements for all of them. The following is a summary (references to R are from Table 12.2 -1 of ASCE 7 -05): a. Special precast structural (shear) walls (R = 5.0). The walls must meet the requirements in Sections 21.2.2.3, 21.2.3, 21.2.4, 21.2.5, 21.2.6, 21.2.7, 21.7, 21.8, 21.13.2, 21.13.3, and 21.13.4 of ACI 318 -05. The 2009 IBC modifies portions of Sections 21.2.5, 21.7, 21.8, and 21.13.3 and adds Sections 21.13.5 and 21.13.6. b. Intermediate precast structural (shear) walls (R = 4.0). The walls must meet the requirements in Section 21.13 of ACI 318 -05. The 2009 IBC modifies Section 21.13.3 and adds Sections 21.13.5 and 21.13.6. c. Ordinary precast structural (shear) walls (R = 3.0): not permitted in Seismic Design Categories D, E, and F. See Section 12.2.1 and Table 12. -1 of ASCE 7 -05. Comments on special and intermediate structural (shear) walls are below. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 5 8. The longitudinal reinforcement in the boundary elements of the concrete Structural (shear) walls, including reinforcement at the edges of openings in walls and diaphragms, is required to comply with ASTM A 706 or equivalent. The general notes, Sheet S1.0, specify this requirement for reinforcement to be welded but not reinforcement at the boundary elements. A note should be added to the drawings. See IBC Section 1901.2 and Sections 21.1 ( "boundary elements "), 21.2.5, 21.7.6, and 21.9.5.3 of ACI 318 -05. 9. In order for the exterior "tilt -up" concrete walls to qualify as special precast structural (shear) walls, they must meet the requirements of Section 21.7 of ACI 318 -05. Notable among these are the following: a. Reinforcement contributing to the nominal shear strength, V,, of concrete structural (shear) walls is required to be distributed across shear planes but, based on the precast wall panel elevations on Sheet S6.1, the vertical and horizontal reinforcement in the precast structural (shear) walls typically terminate at the side and bottom edges of the individual wall panels. Substantiating data verifying what reinforcement in the panels contributes to V, should be submitted for review. The drawings should be revised to extend the contributing horizontal reinforcement into adjacent wall panels and the contributing vertical reinforcement into the footings. The extending reinforcement is also required to be developed for its specified yield strength, J, in tension. See IBC Section 1901.2 and Sections 21.7.2.1 and 21.7.2.3 of ACI 318 -05. b. Concrete structural (shear) walls subject to combined flexural and axial loads are required to be designed in accordance with the applicable requirements of Chapter 10 of ACI 318 -05. The calculations (e.g., page L52) do not appear to consider this requirement. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1901.2 and Section 21.7.5 of ACI 318 -05. 10. Longitudinal reinforcement of concrete structural (shear) walls resisting forces induced by earthquake effects is required to extend into the footings and to be fully developed for tension at the wall /footing interface. Based on the precast wall panel elevations on Sheet S6.1, however, the vertical reinforcement in the precast structural (shear) walls typically terminates at the bottom edges of the individual wall panels. Substantiating data verifying what reinforcement in the panels resists forces induced by earthquake effects should be submitted for review and the drawings should be revised to extend the contributing vertical Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 6 reinforcement into the footings. See IBC Section 1901.2 and Section 21.10.2.1 of ACI 318 -05. 11. Connections between wall panels and between wall panels and the foundation of intermediate and special precast structural (shear) walls are required to be designed one of two ways: so yielding is restricted to steel elements, or reinforcement and the connection elements are required to be capable of maintaining at least 80 percent of their design strength at the deformation induced by the design displacement. The calculations (e.g., page L54) do not appear to consider these requirements. Substantiating data verifying the structural design meets these requirements should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1901.2 and 1908.1.13; and Sections 21.8.1 and 21.13 of ACI 318 -05. Refer to Chapter 7 ( "Precast concrete Design ") of FEMA 451 at http://www.nibs.org/client/assets/files/bssc/Chapter07.pdf. 12. At Details AIS5.0 and N/S5.0, Simpson MSTI26 straps, with 13 -10d common nails at each end, are specified. These straps are intended to connect 3 x 6 wood stiffeners on either side of open web steel joists, but these locations substantially reduce or eliminate the capacity of the nails in the straps that are installed above the joists and adjacent to them. Since the total number of nails for the straps is 26 (13 at each end), the anticipated capacity of the straps is substantially reduced. The details should be revised by specifying MSTI36 straps with 13- 10d common nails at each end. 13. Based on our review, the 5/8 -inch Simpson Strong -Bolt anchors at Details A/S5.0 and N /S5.0 do not appear structurally adequate to support structural demands from out -of -plane seismic forces, principally due to insufficient concrete embedment. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1613.1, Section 12.11.2.1 of ASCE 7 -05, and ICC -ES ESR -1771. Note that we are assuming the "embedment" lengths in the details refer to the embedment depth, hnom, in ESR -1771, and the details specify nonstandard embedment depths. 14. An axial load of 6.87 kips is specified at Details B/S5.0, F/S5.0, and J /S5.0 for the open web steel joists and is determined on page L6 of the calculations. The strength design forces of steel elements of the structural wall anchorage system, however, are required to be increased by 40 percent over the anchorage design forces, Fp. The detail should be revised. See IBC Section 1613.1 and Sections 12.11.2.2.1 and 12.11.2.2.2 of ASCE 7 -05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 7 15. In the determination of seismic base shear on page L12 of the calculations, a dead load of 124.3 kips is reported for the roof. Based on our review, the dead load is 731 kips, which is the same as determined in the north -south and east - west directions on pages L11 and L12, respectively, of the calculations. The calculations, and the base shear, V, in the section of the general notes on seismic design information, Sheet S1.0, should be revised and resubmitted for review. The structural design may also need to be revised. Please verify. See IBC Section 1613.1 and Section 12.7.2 of ASCE 7 -05. 16. Several of the segments of the tilt -up concrete walls, typically adjacent to wall openings for doors, meet the definition of wall pier in ACI 318 -05, as modified by the 2006 IBC. These segments are required to have transverse reinforcement at a maximum spacing of 8 inches o.c., and this reinforcement is required to continue at least 12 inches beyond wall openings. Such reinforcement, however, is not specified at the segments adjacent to the 3'0" x 7'0" doors and is not specified to continue beyond the openings at any of the segments (Sheet S6.1). The drawings should be revised. See IBC Sections 1901.2, 1908.1.8, 1908.1.9, and 1908.1.13; and Sections 21.1 and 21.13 of ACI 318 -05. 17. At the roof framing plan, Sheet S2.1, a note specifies the roof sheathing panels to be installed with their strength axis perpendicular to supports. However, the plan and Detail aa/S3.0 depicts the strength axis parallel to supports. The drawings should be revised. Refer to APA documents (e.g., "Nonresidential Roof Systems," Form A310) for further information. 18. The 15/32 -inch Structural I roof sheathing is not structurally adequate for the support of the roof design load of 25 psf. The roof framing plan, Sheet S2.1, and Detail aa/S3.0 should be revised by deleting the reference to "OSB" (Sheet S2.1) and by specifying five -ply plywood structural panels, or by increasing the sheathing thickness to 19/32 inch and length of the sheathing nails to 2 1/8 inches. See IBC Section 2304.7.2 and Table 2304.7(5). 19. The design of the roof at Grid K.7/5 qualifies as a horizontal structural irregularity Type 2 (reentrant corner). The lateral forces for the design of seismic collectors and other seismic - force - resisting elements at this type of irregularity are required to be increased by 25 percent. The calculations do not appear to consider this requirement. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1613.1 and Section 12.3.3.4 of ASCE 7 -05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 8 20. The splice lengths of the #7 bars at Detail M /S5.0 should be increased to 6'9" or the on- center spacing increased to 3 1/2 inches o.c. The current design is apparently based on a cb /db ratio of 1.5, but this requires a clear spacing of 2 db between the spliced bars, which equals an on- center spacing of 4 db. See IBC Section 1901.2 and Section 12.2 of ACI 318 -05. 21. Based on our review, the flare- bevel - groove welds between the reinforcement and the steel embedment plates at Details L /S5.0 and M /S5.0 are not structurally adequate to transfer design lateral loads from the precast concrete shear walls to the steel beams serving as seismic collectors. The calculations (e.g., page L33) do not appear to consider the allowable capacities of the welds. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See Table 2.1 of AWS D1.4 -98. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. i41/10/ -i P lip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Kathy Craft, Craft Architects (by e -mail) Sarah Gehrke, Shutter Consulting Engineers (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\2 6 \p lanrevw \tukwi la\ 10 \t008 r 1. doc \prb Reid iddleton • liffilbtri 15 r •,1I ��� _ I y�i arch tects August 10, 2010 Mr. Bill Rambo Permit Technician City of Tukwila 6300 Southcenter Blvd Suite 100 Tukwila, WA, 98188 RE: Correction Letter #1 Development Permit Application Number D10 -162 Shasta Beverages —1227 Andover Pk E Dear Mr. Rambo: CORRECTlON This letter is in response to the comments received from your office in a letter dated August 5, 2010, regarding Shasta Beverages Building Permit Submittal. We have responded in the same order as the comments. PLANNING DIVISION COMMENTS 1. Please see the attached color rendering of the monument sign illustrating that the background color matches the building color - paint # 1 Benjamin Moore #1522 "Inner Balance." 2. Please see the attached cutsheet providing details and proposed color for the employee outdoor furniture as specified on the Site Plan A1.1. 3. Please see the attached cutsheet of the proposed prefinished metal mechanical screens at the existing roof top units. 4. Please see the attached revised Exterior Elevations A4.1 indicating the color scheme and paint colors. PLANNING DIVISION COMMENTS — LANDSCAPING PLAN /IRRIGATION Please see the attached response letter from the landscape architect If you require any further clarification or have any questions, please don't hesitate to contact me at 206.720.7001 or Kathvc craftarchitects.com Sincerely, RECEIVED AUG 10 2010 PERMIT CENTER 2505 Third Avenue, Suite 324, Seattle, Washington 98121 Phone 206.720.7001 Fax 206.720.2949 A National Beverage. Company 1227 Andover :Park East PNi - 1: BEMIAMIN MOORE 111522 °INNER BAUWCE° RECEIVEt AUG 10 2010 PERMIT CENTEF Prated Name! SHASTA BEVERAGES INC. WAREHOUSE ADDITION 81GN COLOR RENDERING onto: 0 &94J10 Shoat Revised 10N2A8 Cyan P'd4roc Padua Noma= 10.233.03 EtcaSx N.T.B, Bk di Number. 2505 3rd Ave, Suite 324, Seattle WA 98121 ph. (206) 720 -7001 fx. (206) 720-2949 .j,11�17" �n., mrI. .l is t11;11t "r' ►rfi'tll ri ;i'Ciit l;t. I'll ' U»LIIIIJRHIIIIIItL I,1'1ii :n lli� „�illi1 „iiIIIl.,1lili� $ jIV. 111 l:ilV11 ".�iiii�i Series Names & Model #'s Roll Formed Bench Signature Series Customized Benches Diamond Pattern Bench Without Back Perforated Bench Without Back Roll Formed Perforated Bench Wire Bench Armless Roll Formed Diamond Bench Roll Formed Benches specs SHASTA COLOR CHOICE: BROWN RF72D, RF96D RFP6, RFP8 RFNB4, RFNB5, RFNB6 RFNB4 -PERF, RFNB5 -PERF, RFNB6 -PERF RF72 -PERF, RF96 -PERF WB72 RFNA72D, RFNA96D Product maintenance Inspect all hardware and fasteners, regularly check thatall.:nuts•and bolts are•secure: Periodically examine for any signs of vandalism on any of y ur pro fiuctshermoplestib suittces: If any %here oplastic surface istvandalized by spray paint, simple take a rag and a aerosol; can of WD40'® and "wipe the spray. paint off: 0 the thermoplastic surface has any cuts simple take an industrial heat }gun.to the affected area. For regular cleaning use soap•and water. Thermoplastic Coating Our outdoor fumiture is covered in a copolymer -based thermoplastic powder coating. Thermoplastic is environmentally safe, the coating will never fade, crack, peel, warp, or discolor for the life of the product. Thermoplastic has the best adhesion rate of any other process. This keeps the metal base free of any corrosion possibilities. Thermoplastic is applied at a thickness of 25 -30 mills. This allows maximum protection with the best possible surface. Thermoplastic can be easily repaired. Cuts are repaired by heating the affected area with an industrial heat gun. The thermoplastic will rebound itself. The properties of thermoplastic also make spray painting difficult for vandals. Simply wash product with a standard industrial cleaner. Specifications General All of the listed products above are protected with Thermoplastic coating. Predrilled holes for surface mounting. Cast iron legs. Signature series customized benches have four optional areas for text and graphics. 6' diamond /perforated bench - Weight: 265 lbs. 8' diamond /perforated bench - Weight: 300 lbs. 4' diamond bench no back - Weight 140 lbs. 5' diamond bench no back - Weight 150 lbs. 6' diamond bench no back - Weight 160 lbs. 6' armless bench - Weight: 250 lbs. 8' armless bench - Weight 285 lbs. WB72 - Weight: 147 lbs. Check for any damaged or missing parts or if you have problems assembling your furniture / equipment please call our customer service center. 4' perforated bench no back - Weight: 155 lbs. 5' perforated bench no back - Weight: 165 lbs. 6' perforated bench no back - Weight: 175 lbs. RECEIVE[ AUG 10 2010 PERMIT CENTEF Page 1 Diamond Pattern Bench VA Back Top view 5 1/8' 2%1W Front View Shasta bench --11 —1 5/P fl 5/8" —- T—- , H2wr Ernorciabanealn 1'-11 7/8" 2'-1/2" Roll Formed Bench( ,Diamond, Perforated, Signature Series) Top view — F-1518" 4. c3upccr.,H3eiruaLi:loo...,9:::onzp duon3rt,colaprincvon;oun:s.o p J a[Tgli 71POMFT0117 !;kolrio,, [04,r;'101C1'..4.rP" hi, 'I' 4 dO 1111,1 HiALW 'h'- • 11 75.1 L25/8. Front View m 5/8' Lio 4d [kJ ' .• .1,, ; - 2%9118' Available Styles Quantities (per bench) • Seat Side view /1-- V-83/4* 1'-671r J 1.1 L-9 3/8] 3 Seat Side view 1-- -0" T-153/8" 1--4WW . I ;;;' 314' l'-8 1/8" Side view 2'7* 1.-33/4* 4 5/8' 5,J Z-9 5/8' MEI ED V-5 112" i e•- AUG 10 2010 PERMIT CENTER Hardware HI '''Hill 111 Diamond Perforated Wire - Machine Bolt 16 - 5/16"Washer 1C - 5/16°Nut 2 - Cast Steel Bench Leg w/o Back - 3 - 11 Gage Steel Bench Seat w/o Back - 4 - Cast Steel Bench Leg with Back - 5 - 11 Gage Steel Bench Seat with Back - qty 6 qty 6 qty 6 qty 2 qty 1 qty 2 qty 1 0 5/16" Machine head ept:;411:-wEvl ® 5/16-Washer 0 5/16" Nut Page 2 318 East 8th Street! PO Box 01891 Le Crosse, KS 87548 T: 888.846.26931F: 866.436.7601 scale 1/2" = 1' Assembly Instructions Roll Formed Bench Signature Series Customized Benches Diamond Pattern Bench W /out Back Roll Formed Perforated Bench Rolled Wire Bench RF72D, RF96D RFP -6, RFP -8 RFNB -4, RFNB -5 RF72PERF WB72 Note: Work 1 one side at a time. Do not tightly secure bolts until product is fully assembled. Step 1: Check that all hardware, legs, and seats are accounted for. Total parts for the assembly of one bench with or with out a back equals two legs, one seat, six 5/16" machine bolts, six 5/16" washers, and six 5/16" nuts. (for all benches the washer is placed on the inside of the bench between the nut and the legs.) X6 x1 000000°° [100000° °000000 °°°0DD°°° 0000000000000000000000aa0000000 00000000000 00000000000000000000000 X2 011Oo °DD°0ppo °0Da0000 Doo00DDDDoo0000DDoo0 x1 Step 2A: Place Bench with back on its back side and start by attaching the first leg at the top of the seat. With out tightening any of the bolts move to the seat bottom back bolt them the bottom front bolt. Repeat with other leg. Step 2B: Prop Bench with out back seat down and start by attaching the first leg at the middle of the seat. With out tightening any of the bolts move to the other two bolt. Repeat with other leg. (To prevent damage to your bench place a blanket underneath the bench.) Do 0o Do 00000 000000 000000 000000 °0000O0°0000ooDaoo00o0DD000000i a' 9 r160000aoaoonoaanoaoaarl Step 3: After all bolts are in place flip bench on its feet. Then Tighten all of the bolts in the same progression that you started with. After all bolts are tightened enjoy your new bench. 00000000000000000000 ECEIVEr AUG 10 2010 PERMIT CENTE 1100000°°o0000u °°a0000°°°°00000r 000000��0o0D0o�D0000hoo000000o $$$$$$$$$$ $$$$$enounnoo�-eeece-0e-°e-e 318 East 8th Street 1 PO Box #189 1 La Crosse, KS 67548 T: 888.846.2693 1 F: 866.436.7601 Page 4 131N331111483d TOP OF ROOF —� 70" VERTICAL STYLE ENVISOR FOOTPRINT OUTSIDE DIMENSION 70" VERTICAL STYLE ENVISOR ELEVATION 0 w 0 w 0 0, 0 CURB - 3918' UNIT OUTSIDE DIMENSION 3916' 70" VERTICAL STYLE ENVISOR SECTION NOTE: The Screen System shown corresponds to a typical construction of the Envisor 70" Vertical Style using Flat Panels. This drawing is intended to illustrate general dimensions of the Envisor System when installed on an average Roof Unit. Dimensions and specifications of the system can depending on the RTU's location to each other performance characteristics. SALES PERSON DESIGNER APPRV.BYIDATE PROJECT Envisore 70 Vertical Style DATE 4/18/03 LAST REVISION 9/13/04 General Specifications DRAWING No. 100393S3.FH9 (70VERT091304.PDF) 'SCALE none CLIENT THIS DRAWING IS SUBMITTED BY CITYSCAPES INTERNATIONAL, INC. FOR YOUR PERSONAL USE AS AN AID IN PROJECT PLANNING. IT IS NOT TO BE REPRODUCED, EXHIBITED, OR FABRICATED i IN ANY FASHION WITHOUT PERMISSION FROM AN AUTHORIZED OFFICER OF THE COMPANY. ENVISOR IS A REGISTERED TRADEMARK OF CITYSCAPES INTERNATIONAL, INC. Sc pes internattonal 4200 Lyman Court, Hilliard, Ohio 43026 Ph. (877) SCREENS Fax (800) 726 -4817 www.citysca pesinc. com ir \ `410,- F z C'J4.► t .11146 \ / ti,,,E 39 i6 UNIT 3916' OUTSIDE DIMENSION 70" VERTICAL STYLE ENVISOR ELEVATION 0 w 0 w 0 0, 0 CURB - 3918' UNIT OUTSIDE DIMENSION 3916' 70" VERTICAL STYLE ENVISOR SECTION NOTE: The Screen System shown corresponds to a typical construction of the Envisor 70" Vertical Style using Flat Panels. This drawing is intended to illustrate general dimensions of the Envisor System when installed on an average Roof Unit. Dimensions and specifications of the system can depending on the RTU's location to each other performance characteristics. SALES PERSON DESIGNER APPRV.BYIDATE PROJECT Envisore 70 Vertical Style DATE 4/18/03 LAST REVISION 9/13/04 General Specifications DRAWING No. 100393S3.FH9 (70VERT091304.PDF) 'SCALE none CLIENT THIS DRAWING IS SUBMITTED BY CITYSCAPES INTERNATIONAL, INC. FOR YOUR PERSONAL USE AS AN AID IN PROJECT PLANNING. IT IS NOT TO BE REPRODUCED, EXHIBITED, OR FABRICATED i IN ANY FASHION WITHOUT PERMISSION FROM AN AUTHORIZED OFFICER OF THE COMPANY. ENVISOR IS A REGISTERED TRADEMARK OF CITYSCAPES INTERNATIONAL, INC. Sc pes internattonal 4200 Lyman Court, Hilliard, Ohio 43026 Ph. (877) SCREENS Fax (800) 726 -4817 www.citysca pesinc. com LA Landscape Architecture Site Planning Irrigation • • Memorandum To: Craft Architects Date: 8 -3 -2010 Attention: Kathy Craft Project: Shasta Regarding: Response to City Comments Project Number: 201003 From: William (Corky) Brown The following is a list of items that have been revised on the current Landscape Sheet L -1, dated 8 -3 -10 in response to the review comments by the City of Tukwila Planning Development, dated 7/7/2010. Response: 1. Landscape item 1: Viburnum davidii has been substituted for the originally specified 'Otto Luyken' laurel. 2. Landscape item 2: Spacing of Kinnikinnick and Beach Strawberry have been changed to 12 o.c. 3. Landscape item 3: Llyod Enterprises,Inc Professional Grower's Blend Topsoil has been substituted for the originally specified Pacific Topsoil Winter mix. This topsoil blend has 20% compost 4. Landscape item 4: Berberis thunbergii 'Aurea' has been substituted for the originally specified Spirea 'Magic Carpet'. 5. Landscape item 5: Original Irrigation plan included a Rain Bird rain sensor which is a automatic rain shutoff device. 6. Also noted 1: Notes have been added to the landscape note #1 1, to "loosen roots of potted plants" prior to planting. Notes were already on the landscape planting detail sheet L -3. 7. Also noted 2: Notes have been added to the landscape note #10. To have the "Landscape Architect present during planting" ECEIVED AUG 10 2010 PERMIT CENTER 16630 30th Drive S.E. Bothell, WA 98012 phone (425) 417 -4609 fax (425) 486 -1564 email corky_h @comcast net 0 • August 5, 2010 Department of Community Development Kathy Craft Craft Architects 2505 Third Av — Suite 324 Seattle, WA 98121 RE: Correction Letter #1 Development Permit Application Number D10 -162 Shasta Beverages —1227 Andover Pk E Jim Haggerton, Mayor Jack Pace, Director Dear Ms. Craft, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Departments. At this time the Building, Fire and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attaced 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, R,41, Bill Rambo Permit Technician encl File No. D10 -162 W:\Permit Center \Correction Letters \2010\D10 -162 Correction Letter #I.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 a Fax: 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: July 7, 2010 CONTACT: Kathy Craft -Craft Architects RE: D10 -162 ADDRESS: 1227 APE ZONING: TUC The Planning Division of DCD has reviewed the above permit application. The application is not ready for issuance. The following items need to be addressed before issuance of the building permit. The project was subject to design review and certain conditions of design review need to be complied with before building issuance: 1. The existing freestanding sign shall be painted to match the color scheme of the finished building. Prior to issuance of a building permit for the proposed addition, the applicant shall submit color renderings of the proposed sign to be approved by the City. 2. Prior to issuance of the building permit for the proposed addition, the applicant shall provide details on the furniture to be placed within the employee outdoor activity area. The proposed furniture shall have colors that are consistent with the design of the building and shall be suitable for all weather conditions. 3. The applicant shall replace the existing mechanical screening with a design that is more consistent with the overall design and appearance of the finished building. Prior to issuance of a building permit, the applicant shall demonstrate the proposed screening for the mechanical equipment which shall be approved by the Director. 4. Call out the building finished colors on sheet A4.1. Staff has also reviewed the landscaping plan /irrigation and the following changed need to be made: 1. Since Prunus "Mount Vernon is being used, please substitute another evergreen shrub for the ottoluyken which is widely overused. 2. The spacing for the kinnikinnick and beach strawberry should be 12" O.C. 3. Pacific topsoil's winter mix is generally 7 -8% organic content. Please specific another topsoil or increase organic content to at least 10 %. 4. Spirea magic carpet is not drought tolerant. Insure that proper irrigation is provided or substitute with a drought tolerant plant. 5. Does the irrigation system have the ability to turn itself off automatically if it is raining? Add the following notes to the landscaping plan: 1. Loosen roots of potted plants prior to planting 2. Landscape architect to supervise planting to ensure correct installation. As a reminder, the City requires an affidavit of installation from the landscaping architect before final landscape inspection by the City. r July 7, 2010 • CityofTuk:?la • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review: D10 -162 and D10 -169 Shasta Beverage Addition and Detention Vault 1227 Andover Pk E Dear Mr. Swanson: Please review the both sets of enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431 -3670. Sincerely, arshall hnician encl File: D10 -162 & 169 W:\Pennit Center \Structural Review 010-169 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 e Fax: 206 - 431 -3665 • 'ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -162,, PROJECT NAME: SHASTA BEVERAGES SITE ADDRESS: 1227 ANDOVER PK E DATE: 04/04/11 Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 after Permit Issued DEPARTMENTS: �u`ilding Division j j Pignorks " `lit ° "1 • Fire Pr6vention n v Structural btenk-44 Planning Division I GI tit ❑ Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1'1 Comments: Incomplete DUE DATE: 04/05/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route t71. REVIEWER'S INITIALS: Structural Review Required n No further Review Required n DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 05/03/11 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: cut Docuinentshouting slip.doc 2 -28 -02 • 1 PEN PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -162 PROJECT NAME: SHASTA BEVERAGES SITE ADDRESS: 1227 ANDOVER PK E Original Plan Submittal Response to Incomplete Letter # DATE: 08 -10 =10 X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: fib• uil"ding !vision Public Works Fire Prevention Structural � M O','l2' bV Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 08-12 -10 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required nNo further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 09-09 -10 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • PER 1 PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -162 PROJECT NAME: SHASTA BEVERAGES SITE ADDRESS: 1227 ANDOVER PK E X Original Plan Submittal Response to Correction Letter # DATE: 06 -22 -10 Response to Incomplete Letter # Revision # After Permit Issued EPART ENTS: L Lidding !vision •*A Aw c, -t D Public Works 1 Or-e l0 Fent on Sti ctural ctOtAi PI Planning Division Permit Coordinator tit DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06 -24 -10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: DUE DATE: 07 -22 -10 Not Approved (attach comments) IA REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: A (�_ S -t 0 Departments issued corrections: Bldg ❑ Fire ❑ PIngk PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PROJECT NAME: Cj;„„a,; • iitS Jr SITE ADDRESS: V0:1 ?ft-� PERMIT NO: P tP ORIGINAL ISSUE DATE: _011 • i REVISION LOG REVISION NO. DATE RECEIVED r STAFF INITIALS ISSUED DATE STAFF INITIALS f I Oct l Summary of Revision: �; � & CV !vtoiitoro e , 2 o nylt Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • City of Tukwila REVLSION • . SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04/04/2011 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # O Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner D10 -162 REC CITY OF LA APR 042011 PERMIT CENTER Project Name: Shasta Beverage Inc. Building Expansion Project Address: 1227 Andover Park East Contact Person: Ali Sadr /Barghausen Engineers Phone Number: (425) 251 -6222 Summary of Revision: Upgrade existing DDCVA and domestic water service to new city standards. Sheet Number(s): 1 - 6 "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 I I H:\Applications\Fmms- Applications On Line\2010 Applications \7 -2010 - Revision SubmittaLdoc Created: 8 -13 -2004 Revised: 7 -2010 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: OS /Io /I D ❑ Response to Incomplete Letter # ▪ Response to Correction Letter # 1 Plan Check/Permit Number: D 10 -162 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Shasta Beverages Project Address: 1227 Andover Pk E Contact Person: K ,k-i-V7 Cr ctl- - Ke; di Phone Number: ��%� 12-7-- 1 O a1 Summary of Revision: I. f P.cjp Sze. - G k Q L0 (or re', d0^in 04- t'AL_ wLort u iv- ' 4- S ' r 611 U S 4-ri n -tnw i- t - JAcJC g ro,MC1 C� (cm- vw. n. s ck't c, ot- - � •n-� ii I CJ G. P eye„ Best- _tt 9 "-H--p,;Ct, -c1 CU.1 -01 6-4' r(Lid(n`_ �},.i(� mod. ptopoSL d color e� w.�1 �y -62, o J-I- d oar- {v rh i him.. s sr ed 04. pi..., A-1 l _ S. sta. (tom- 44,1J-114 G -i-st taa.1--4, 114— 111,0 pit. p o wed re-6,1; h�u.(�wwic•%t 5�✓�p�S f -t -- Qjc.ibl,',n (9o-f p )Ai4s. 1 ELev' %b1'1s A'`,.I in fi dil�7 . vLe= S 1-(1.1- Ci1.14 6,4. t. ('e-vi SAmt. n i c — St lam- wb A. v el ) /It evl o t`S, 1°(.Q ASR. e -tom -Flares / o spDASe- Li2-41-er- .eta +t"<-_ 5r -upx_ (6t'rlit Sheet Number(s): 41%1 L-1 , L-Z , L -S "Cloud" or highlight all areas of revision including date of revision um( OF Received at the City of Tukwila Permit Center by: AUG. 1 0 2010 Entered in Permits Plus on 8- 10-1 0 PERMIT CENTER \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople Pr!r Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name POE CONSTRUCTION INC UBI No. 171004362 Phone 2538332400 Status Active Address Po Box 1838 License No. POECOI.247QZ Suite /Apt. License Type Construction Contractor City Auburn Effective Date 11/9/1976 State WA Expiration Date 5/1/2011 Zip 980711838 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status NORTHCI905CQNORTHWAY CONSTRUCTION INC Construction Contractor General Unused 2/18/2010 2/18/2012 Active Business Owner Information Name Role Effective Date Expiration Date POE, CHARLES E President 03/01/1996 Amount PETERSON, ALAN D Secretary 04/25/2000 DTC0526D9242C0F1005/01/2010 WILLIAMS, WAYNE W Vice President 03/01/1996 FRY, KYLE R Treasurer 03/12/2003 02/18/2010 CLARK, DENNIS M Chief Operating Officer 07/09/2003 01/16/2006 REIFSCHNEIDER, CAROLM Secretary 01/01/1980 07/09/2003 WELFRINGER, SUZANNE M Treasurer 11/09/1976 07/09/2003 POE, FRED W 01/01/1980 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 SAFECO INS CO OF AMERICA 5698019 05/01/2002 Until Cancelled $12,000.00 03/05/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 30 CHARTER OAK FIRE INS CO DTC0526D9242C0F1005/01/2010 Until Cancelled $1,000,000.0004 /29/2010 29 CHARTER OAK FIRE INS CO DTC0526D9242C0F09 05/01/2009 05/01/2010 $1,000,000.00 04/20/2009 28 CHARTER OAK FIRE INS DTC0526D92421ND 05/01/2007 05/01/2009 $1,000,000.0004 /21/2008 27 TRAVELERS INDEM OF CT DTC0526D92421ND 05/01 /2007 05/01 /2008 $1,000,000.00 04 /20/2007 26 TRAVELERS INDEMNITY CO OF AMER DTC0526D92421ND 05/01/2005 05/01/2007 $1,000,000.00 04/19/2006 25 TRAVELERS INDEMNITY CO KC08400088 05/01/2005 05/01/2006 $1,000,000.00 04/07/2005 https://fortress.wa.gov/lni/bbip/Print.aspx 09/08/2010 ABBREVIATIONS V Sv 1 r. AB AC A/C ACP ACT ADH ADJ ADJT AF AFF AL ALT AP APPROX ARCH ASPH BD BETW BLDG BLK BLDG BM BRG BOT BSMT BUR CAB CB CBU CEM CER CFM CFT CG CHBD CI CJT CLF C LG CJ CLK CLO CLR CMU CNTR CO COL CONC CONSTR CONT CORR CPT CT CTR CY DBL DEPT DET DF DIA DIAG DIM DISP DN DR DWR DS DW DWG E EA EB EJ EL ELEC ELEV EM EMER ENCL EP EWC EPX EQ EQPT EST EX EXIST EXT FA FBO FCIC FCTY FD FDN FE FEC FIN ANGLE CENTER LINE DIAMETER OR ROUND NUMBER OR POUND PENNY PERPENDICULAR PLATE ANCHOR BOLT ACOUSTICAL OR AIR CONDITIONING ACOUSTICAL PANEL ACOUSTICAL TILE ADHESIVE ADJACENT ADJUSTABLE ACCESS FLOOR ABOVE FINISH FLOOR ALUMINUM ALTERNATE ACCESS PANEL APPROXIMATE ARCHITECTURAL ASPHALT BOARD BETWEEN BUILDING BLOCK BUILDING BEAM BEARING BOTTOM BASEMENT BUILT UP ROOF CABINET CATCH BASIN CEMENTITIOUS BACKER UNIT CEMENT CERAMIC CUBIC FEET PER MINUTE CONDUCTIVE FLOOR TILE CORNER GUARD CHALK BOARD CAST IRON CONTROL JOINT CHAIN LINK FENCE CEILING CONSTRUCTION JOINT CAULKING CLOSET CLEAR CONCRETE MASONRY UNIT COUNTER CLEANOUT COLUMN CONCRETE CONSTRUCTION CONTINUOUS CORRIDOR CARPET CERAMIC TILE CENTER CUBIC YARD DOUBLE DEPARTMENT DETAIL DRINKING FOUNTAIN(W /0 COOLER) DIAMETER DIAGONAL DIMENSION DISPENSER DOWN DOOR OR DRAIN DRAWER DOWNSPOUT DISHWASHER DRAWING EAST EAC H EXPANSION BOLT EXPANSION JOINT ELEVATION ELECTRIC ELEVATOR ENTRY MAT EMERGENCY ENCLOSURE OR ENCLOSED ELECTRICAL PANEL ELECTRIC WATER COOLER EPDXY EQUAL EQUIPMENT ESTIMATE EXPANSION EXISTING EXTERIOR FIRE ALARM FURNISHED BY OTHERS FURNISHED BY CONTRACTOR INSTALLED BY CONTRACTOR FACTORY FLOOR DRAIN FOUNDATION FIRE EXTINGUISHER FIRE EXTINGUISHER CABINET FINISH FL FLG FLUOR FM FOC FOF FOIL FO10 FOS FS FT FTC FTC FTIO FURR FUT FUTURE - RIO FX GA GALV GB GL GLBM GEN CONTR GND GR GWB HB HC HDR HDWD HDWE HM HORIZ HR HT HTG HVAC HWH D G HM MP N NCL NSUL NT JAN JT KIT KO KS LAM LAV LB LF LG LH LINO LKR LT MACH MATL MAX MECH MET OR MEZZ MFR MH MIN MIR MISC MLD MRGWB MTD MULL N NIC NO /# NOM NTS OA OC OD OFF OH OPH OPNG OPP PERP PFN PL P LAM PLYWD PNL PNT PR FLOOR FLASHING FLUORESCENT FACTORY MUTUAL FACE OF CONCRETE FACE OF FINISH FURNISH BY OWNER INSTALL BY CONTRACTOR FURNISH BY OWNER INSTALL BY OWNER FACE OF STUD FULL SIZE FEET FOOTING FURNISHED BY TENANT INSTALLED BY CONTRACTOR FURNISHED BY TENANT INSTALLED BY OWNER FURRING FUTURE FUTURE ROUGH IN ONLY FIXED GAGE GALVANIZED GRAB BAR GLASS OR GLAZING GLU -LAM BEAN GENERAL CONTRACTOR GROUND GRADE GYPSUM WALL BOARD HOSE BIB HOLLOW CORE OR HANDICAP HEADER HARDWOOD HARDWARE HOLLOW METAL HORIZONTAL HOUR HEIGHT HEATING H EATING /VE NTI LIATI O N/ AIR CONDITIONING HOT WATER HEATER NSIDE DIAMETER/ DIMENSION NSULATED GLAZING NSULATED HOLLOW METAL NSULATED METAL PANEL NCH NCLUDE NSULATION NTERIOR JANITOR JOINT KITCHEN KNOCK OUT KNEE SPACE LAMINATE LAVATORY LAG BOLT LINEAL FOOT LENGTH LEFT HAND LINOLEUM LOCKER LIGHT MACHINE MATERIAL MAXIMUM MECHANICAL MTL METAL MEZZANINE MANUFACTURER MANHOLE MINIMUM MIRROR MISCELLANEOUS MOLDING MOISTURE RESISTANT GYP BD MOUNTED MULLION NORTH NOT IN CONTRACT NUMBER NOMINAL NOT TO SCALE OVERALL ON CENTER OUTSIDE DIAMETER/ DIMENSION OFFICE OVERHEAD OPPOSITE HAND OPENING OPPOSITE PERPENDICULAR PREFINISHED PLATE OR PROPERTY LINE PLASTIC LAMINATE PLYWOOD PANEL PAINT PAI R PAINT SYSTEM POUNDS PER SQUARE FOOT' POUNDS PER SQUARE INCH PRESSURE TREATED PAPER TOWEL DISPENSER PAPER TOWEL DISPENSER AND RECEPTACLE PARTITION PAPER TOWEL RECEPTACLE PAVEMENT QUARRY TILE RISER RETURN AIR RADIUS RESILIENT BASE ROD & SHELF ROOF DRAIN ROOF DRAIN OVERFLOW REINFORCING BAR REFERENCE REFRIGERATOR REINFORCED REQUIRED REVISION RIGHT HAND OR ROBE HOOK RESILIENT ROOM ROUGH OPENING RESILIENT TILE RUBBER REVERSE RAIN WATER RAIN WATER LEADER SOUTH SOLID CORE SEAT COVER DISPENSER SCHEDULE SOAP DISPENSER OR SECTION SQUARE FEET SHEATHING SIMILAR SINK SEALER SANITARY NAPKIN DISPENSER SANITARY NAPKIN RECEPTACLE SEALANT SPECIFICATION SQUARE STAINLESS STEEL SERVICE SINK STONE /STONE TILE STATION SOUND TRANSMISSION CLASS STANDARD STEEL STORAGE STRUCTURAL SUSPENDED SHEET VINYL SYMMETRICAL TREAD TOWEL BAR TOP & BOTTOM TEMPERED GLASS THICK THRESHOLD TEMPERED INSULATED GLAZING TOP OF TOP OF CONCRETE TOP OF PAVEMENT TOP OF STEEL TOP OF SLAB TOP OF WALL TOILET PAPER DISPENSER TOILET PAPER HOLDER TOILET PARTITION TUBULAR STEEL TELEVISION TYPICAL UNDERWRITERS LABORATORY UNFINISHED UNLESS OTHERWISE NOTED URINAL VARIES VINYL COMPOSITION TILE VERTICAL VESTIBULE VINYL VINYL WALL COVERING WEST WITH WITHOUT WATER CLOSET WOOD WIDE FLANGE WIRE GLASS. WATER PROOF WATER RESISTANT WAINSCOT WEIGHT TRANSFORMER YARD SYMBOLS 11 PLANNING APPROVED oto No changes can be made to these plans without approval from the Planning Division of DCD 16 Data COLUMN LINE /GRID LINE DOOR NUMBER TO CORRESPOND TO ROOM ENTERING KEY NOTE PARTITION TYPE REVISION NUMBER REVISION CLOUD AROUND REVISION MATCH LINE SHADED PORTION IS THE SIDE CONSIDERED WORK POINT, CONTROL POINT OR DATUM POINT EQUIPMENT NUMBER BUILDING SECTION (IDENTIFY ON PLAN) SECTION IDENTIFICATION SHEET WHERE SECTION IS DRAWN WALL SECTION (IDENTIFY ON ELEVATIONS) SECTION IDENTIFICATION SHEET WHERE SECTION IS DRAWN DETAIL - DETAIL IDENTIFICATION SHEET WHERE DETAIL IS DRAWN GENERAL NOTES OFFICE 102 68.5 INTERIOR ELEVATION(S) ELEVATION IDENTIFICATION SHEET WHERE ELEVATION IS DRAWN ROOM IDENTIFICATION ROOM NAME ROOM NO. ROOM FINISH GRADE EXISTING GRADE PROPERTY LINE 78 NEW OR FINISHED CONTOURS - -- 71 9, -0" PROJECT NORTHNORTH EXISTING CONTOURS TOP OF WALL TOP OF CURB TOP OF PAVEMENT PROJECT NORTH DENOTES CHANGE IN ELEVATION 1. THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS ON THE JOB SITE, INCLUDING THE SAFETY OF ALL PERSONS, PROPERTY, AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS, AND FOR COMPLIANCE WITH O.S.H.A. SAFETY STANDARDS. ARCHITECTS AND THEIR CONSULTANTS' JOB SITE OBSERVATIONS ARE NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES. 2. EACH CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL SPECIFIED PRODUCTS RELATING TO THEIR WORK. THEY ARE TO SUBMIT WRITTEN OBJECTIONS PRIOR TO BIDDING, IF THE CONTRACTOR HAS AN OBJECTION TO ANY PRODUCT AND /OR DISCREPANCIES BETWEEN DRAWINGS AND SPECIFICATIONS. 3. THE GENERAL CONTRACTOR SHALL COORDINATE THEIR WORK WITH THAT OF OTHER SEPARATE CONTRACTS SUCH AS SIGNS, & OWNER FURNISHED ITEMS, WHICH ARE BEING DONE BY OTHERS. 4. THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THE FIELD. THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS. ALL WORK IN THAT AREA SHALL BE HELD UNTIL SUCH DISCREPANCIES ARE RESOLVED. 5. THE GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION, A.I.A. DOCUMENT A107 MODIFIED BY PRINCIPAL. 6. SEPARATE PERMITS, WHEN REQUIRED AND /OR WHEN WORK ITEMS ARE DESIGN /BUILD IN NATURE, SHALL BE OBTAINED BY THE CONTRACTOR FOR MECHANICAL, PLUMBING, FIRE SPRINKLERS,ELECTRICAL AND FIRE ALARM. DESCRIPTIVE, DETAILED DESIGN AND REQUIRED SUBMITTAL DOCUMENTS INFORMATION SHALL BE PROVIDED FOR REVIEW BY THE REGULATING AUTHORITIES AND BY THE OWNER /TENANT /ARCHITECT FOR APPROVAL PRIOR TO ANY WORK BEING PERFORMED. SEE SPECIFICATIONS FOR REQUIREMENT FOR DESIGN /BUILD FIRE SPRINKLER SYSTEM. SUBMIT PLAN TO AND OBTAIN PERMIT FROM THE FIRE PREVENTION BUREAU FOR FIRE SPRINKLER SYSTEM INSTALLATION OR MODIFICATION. 7. COMPLETE FIRE SPRINKLER DRAWINGS WILL BE SUBMITTED BY THE FIRE PROTECTION CONTRACTOR. 8. THE INSTALLATION OF AUTOMATIC FIRE SPRINKLER SYSTEMS SHALL COMPLY WITH THE INTERNATIONAL BUILDING CODE STANDARD 903.3 9. SPECIAL INSPECTIONS WHERE REQUIRED BY THE BUILDING OFFICIAL SHALL BE PERFORMED BY INSPECTORS APPROVED BY THE BUILDING OFFICIAL. 10. ALL WORK DONE SHALL BE IN CONFORMANCE WITH THE APPROVED PLANS AND PROJECT SPECIFICATIONS. THE APPROVED, PERMITTED, STAMPED PLANS ARE TO REMAIN ON SITE AT ALL TIMES. 11. DIMENSIONS ARE TO FACE OF STUD, CONCRETE, OR MASONRY UNLESS OTHERWISE NOTED. 12. DO NOT SCALE DRAWINGS; DIMENSIONS GOVERN. 13. WHEN CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. IF QUESTIONS CAN NOT BE RESOLVED IN THIS MANNER, CONTACT THE ARCHITECT PRIOR TO PROCEEDING. 14. GENERAL CONTRACTOR SHALL PROVIDE OWNER WITH DETAILED CRITICAL PATH SCHEDULE FOR REVIEW AND APPROVAL PRIOR TO START OF CONSTRUCTION. UPDATES OF SCHEDULE SHALL BE MADE AS NECESSARY WITH COPIES PROVIDED TO OWNER. 15. ALL WORK AND MATERIALS SHALL BE IN FULL ACCORDANCE WITH THE LATEST RULES AND REGULATIONS OF THE INTERNATIONAL BUILDING CODE, NATIONAL ELECTRICAL CODE AND ALL OTHER APPLICABLE STATE OR LOCAL LAWS AND REGULATIONS. NOTHING IN THESE DRAWINGS IS TO BE CONSTRUED AS TO PERMIT WORK WHICH IS NOT CONFORMING TO THE PREVIOUS LISTED CODES. 16. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONSTRACTOR TO PROTECT ADJACENT PROPERTY AT ALL TIMES DURING CONSTRUCTION. 17. THE CONTRACTOR SHALL COMPLY WITH ALL CURRENT APPLICABLE LOCAL ORDINANCES FOR UTILITY SERVICES. 18. LIGHT AND VENTILATION SHALL COMPLY WITH I.B.C., SECTION 1203, 1204 & 1205. 19. FIRE BLOCKING SHALL BE PROVIDED AT ALL FRAMED WALLS AT 10' -0" O.C. AND ALSO AT ANY LOCATION WHERE WALL FRAMING PENETRATES CEILINGS. REFER TO IBC SEC. 708 FIRE BLOCKING AND DRAFT STOPS FOR CONSTRUCTION. 20. ALL WATER FIXTURES MUST COMPLY WITH WAC 51 -26 -180 WATER CONSERVATION AND /OR ANY JURISDICTION'S PERFORMANCE STANDARDS. 21. WHEN CHANGES TO THE MECHANICAL SYSTEM REQUIRE A MECHANICAL PERMIT THEY SHALL COMPLY WITH THE MOST CURRENT UNIFORM MECHANICAL CODE AND WITH ANY LOCAL JURISDICTION REQUIREMENTS. 22. PROVIDE ILLUMINATED EXIT SIGNAGE AT ALL REQUIRED EXITS. 23. PATCH AND REPAIR ALL EXISTING WALLS, FLOORS AND CEILINGS THAT ARE ADJACENT TO AND AFFECTED BY NEW CONSTRUCTION. 24. CONTRACTOR IS TO COMPLY WITH CHAPTER 33 OF THE INTERNATIONAL BUILDING CODE CONCERNING PROTECTION OF PEDESTRIANS DURING CONSTRUCTION. 25. PRIOR TO FINAL INSPECTION, A CERTIFICATE OF CONSTRUCTION COMPLIANCE SHALL BE READY FOR THE INSPECTOR. THE CERTIFICATE SHALL STATE "BASED UPON PERSONAL KNOWLEDGE, THAT THE WORK APPEARS TO HAVE BEEN PERFORMED, AND THE MATERIALS USED AND INSTALLED APPEAR IN EVERY MATERIAL RESPECT IN COMPLIANCE WITH THE PLANS ". THE CERTIFICATE MUST BE SIGNED BY ONE OR MORE OF THE FOLLOWING: (A) OWNER, (B) GENERAL CONTRACTOR, (C) AN APPROVED INDEPENDENT INSPECTOR OR INSPECTION AGENCY, (D) LANDLORDS REP CERTIFYING CONTRACT. 26. ASBESTOS AND HAZARDOUS WASTE EXCLUSION: THE ARCHITECT HEREBY STATES, AND THE OWNER ACKNOWLEDGES, THAT THE ARCHITECT HAS NO PROFESSIONAL LIABILITY OR OTHER INSURANCE, (AND IS UNABLE TO REASONABLY OBTAIN SUCH INSURANCE) FOR CLAIMS ARISING OUT OF THE PERFORMANCE OF OR THE FAILURE TO PERFORM PROFESSIONAL SERVICES, SPECIFICALLY RELATED TO THE INVESTIGATION, DETECTION AND ABATEMENT OF ASBESTOS AND /OR HAZARDOUS WASTE, INCLUDING BUT NOT LIMITED TO THE PREPARATION OF REPORTS, DESIGNS, DRAWINGS, AND SPECIFICATIONS. PROJECT DIRECTORY 1227 ANDOVER PARKWAY E SITE ADDRESS: ARCHITECT /CONTACT: ARCHITECT OF RECORD: OWNER: CIVIL ENGINEER: LANDSCAPE ARCHITECT: STRUCTURAL ENGINEER: FIRE PROTECTION: VICINITY MAP CRAFT ARCHITECTS, PLLC. 2505 THIRD AVENUE, STE. 324 SEATTLE, WASHINGTON 98121 KATHRYN M. CRAFT SHASTA BEVERAGE INC. 1227 ANDOVER PARKWAY E TUKWILA, WASHINGTON 98188 BARGHAUSEN ENGINEERS 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 WILLIAM BROWN LANDSCAPE ARCHITECTURE 16630 30TH DR. S.E. BOTHELL, WA. 98012 SHUTLER CONSULTING ENGINEERS 12503 BEL -RED ROAD, STE 100 BELLEVUE, WA 98005 PATRIOT FIRE PROTECTION 2707 - 70TH AVENUE EAST FIFE, WA 98424 NORTH CONTACT: KATHY CRAFT PHONE: (206) 720 -7001 FAX: (206) 720 -2949 CONTACT: NICK HEATON PHONE: (206) 575 -0525 FAX: - -- CONTACT: DAN BALMELLI PHONE: (425) 251 -6222 FAX: (425) 251 -8782 CONTACT: CORKY BROWN PHONE: (425) 417 -4609 FAX: (425) 486 -1564 CONTACT: JOE SHUTLER PHONE: (425) 450 -4075 FAX: (425) 450 -4076 CONTACT: STEVE DODGE PHONE: (253) 926 -2290 REVIEWED FOR CODE COMPLIANCE APPPflVED SEP 0 7 2010 City o iIa BUILDING IsION LIGHTING REQUIREMENTS LIGHTING MEETS WSEC PER ATTACHED 2006 WSEC FORM CODE /ZONING INFORMATION ZONING DISTRICT: CODE EDITION: CONSTRUCTION: OCCUPANCY CLASSIFICATION: TYPE OF CONSTRUCTION: SPRINKLER SYSTEM: OCCUPANT LOAD (TOTAL BUILDING AREA - (2006 IBC TABLE 1004) EXISTING OFFICE EXISTING WAREHOUSE NEW WAREHOUSE TOTAL BUILDING AREA /OCCUPANTS TUC 2006 IBC/ 2006 IFC NEW TILT -UP CONCRETE S -1 IIIB FULLY SPRINKLERED (ESFR) IN GROSS SF): 3,317/100 61,520/300 42,812/500 107,649 • 33.2 • 123.0 • 85.6 • 242 EXIT REQUIREMENTS: (NO CHANGE) (SEC. 1019 TABLE 1019.1 & 1019.2) NUMBER REQ'D NUMBER PROVIDED ACCESSIBLE PROVIDED NEW WAREHOUSE 2 ALLOWABLE AREA: (EQUATION 5 -1) Aa = At +(At *I f) + (At *I s) SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. I Aa = ALLOWABLE AREA PER STORY At = TABULAR AREA PER STORY IN ACCORDANCE WITH TABLE 503. 1 = AREA INCREASE- FRONTAGE AS CALCULATED IN SECTION 506.2. 1 s = AREA INCREASE- SPRINKLERS AS CALCULATED IN SECTION 506.3. (EQUATION 5 -2) If = (F /P - 0.25) * W /30 I = AREA INCREASE- FRONTAGE F = BUILDING PERIMETER THAT FRONTS ON A PUBLIC WAY OR OPEN SPACE HAVING 20' MINIMUM WIDTH P = PERMETER OF ENTIRE BUILDING W = WIDTH OF PUBLIC WAY OR OPEN SPACE (FEET) IN ACCORDANCE WITH SECTION 506.2.1. 2 1 I f = (F /P - 0.25) * W /30 ALL FRONTAGE HAS MIN. 20' OPEN If = ( 1 - 0.25) * W /30 W= 30 PER 506.2.1 (ACTUAL WEIGHTED AVERAGE = 72.5') If = ( 1 - 0.25) * 30/30 If = 0.75 Aa = At +(At *I f) + (At *I s) Aa = 26,000+ (26,000 *0.75) + (26,000 *3) Aa = 123,500 S.F. APPROVED BY: Initials Date 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: TAX PARCEL 3523049072 LEGAL DESCRIPTION: POR OF GRIDLINE 1 IN NE 1/4 OF SEC 35 -23 -04 - BEGIN NE CORNER OF GIRDLINE 1 THEN N 87- 44 -08. W ALONG N LINE OF GRIDLINE 1 449.48 FT THEN S 01 -51 -39 W 458.87 FT THEN N 88 -08 -21 W 30 FT TO TPOB THEN S 01 -51 -39 W 411 FT THEN N 88 -08 -21 W 470 FT THEN N 01 -51 -39 E 411 FT THEN S 88 -08 -21 E 470 FT TO TPOB PROJECT DESCRIPTION 42,812 SF ADDITION OF NEW TILT -UP CONCRETE WAREHOUSE TO THE NORTH SIDE OF EXISTING CONCRETE WAREHOUSE. THERE WILL BE TWO NEW OPENINGS CUT IN THE NORTH WALL OF THE EXISTING TO ALLOW FOR PASSAGE BETWEEN THE TWO. THE WATER FROM THE SCUPPERS AT THE NORTH END OF THE EXISTING WILL BE DIVERTED TO THE ROOF OF THE NEW STRUCTURE. THERE ARE NO OTHER MODIFICATIONS PROPOSED TO THE EXISTING STRUCTURE, OR ITS EXTERIOR ENVELOPE. SEPARATE PERMIT SUBMITTALS MECHANICAL, ELECTRICAL SPECIAL INSPECTIONS REQ'D HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS, EXPANSION BOLTS & EPDXY FOR REBAR INTO CONC, WALL TIES, STRUCT STEEL WELDING, ROOF DIAPHRAGM GRADE & NAILING, MATERIAL VERIFICATION OF STRUCT STEEL, PANEL REINFORCING & PANEL CONNECTIONS, FOUNDATION REINFORCING, CONCRETE, SOILS INDEX OF DRAWINGS T1.1 GENERAL INFORMATION AND VICINITY MAP T1.2 ACCESSIBILITY GUIDELINES A1.1 ARCHITECTURAL SITE /EGRESS PLAN CIVIL C1 COVER SHEET C2 DEMOLITION AND EROSION CONTROL PLAN C3 GRADING AND STORM DRAINAGE PLAN C4 STORMWATER DETENTION AND WATER QUALITY VAULT SECTIONS & DETAILS C5 WATER MAIN IMPROVEMENT PLAN C6 DEMOLITION AND EROSION CONTROL NOTES AND DETAILi Lk CO C7 CONSTRUCTION NOTES AND DERAILS LANDSCAPE Permit No. 0 ` PY L -1 LANDSCAPE PLAN L -2 IRRIGATION PLAN plan review approver is subject to errors and omissions. L -3 LANDSCAPE & IRRIGATION DETAILS Approval of construction documents does not authorize ARCHITECTURAL FLOOR PLAN EXISTING AND NEW the. violation of any adopted code or ordinance. Receipt ROOF PLAN EXISTING AND NEW, Of approved Field Copy and conditions is acknowlettit 2505 Third Avenue Suite 324. Seattle, WA 98121 206.721,7001 phone. 206.7211,2949 fax w,craftarchitects , com 0 Z Z 0 Uil- W ,ri ":"x C W S 3 mO Q W CC Q CONSULTANT 7Q52 REGISTERED ARCHITECT A2.1 A2.2 A3.1 A4.1 A4.2 A8.1 A8.2 A10.1 DOOR SCHEDULE AND DOOR DETAILS EXTERIOR ELEVATIONS By - == �-;w� WALL SECTIONS Date: •• 1�1 DETAILS SITE DETAILS SPECIFICATIONS STRUCTURAL S -1.0 GENERAL NOTES, SPECIAL INSPECTIONS & STRUCT ABBREV S -1.1 FOUNDATION SECTIONS S -2.0 FOUNDATION PLAN S -2.1 ROOF FRAMING PLAN S -3.0 SCHEDULES & DIAGRAMS S -5.0 ROOF FRAMING SECTIONS 5 -6.0 P.C. PANEL CONNS, DETAILS, NOTES S -6.1 P.C. PANEL ELEVATIONS City Of 'Tukwila BUILDING DIVISION FP -1 FIRE PROTECTION FIRE PROTECTION INFORMATION & EXIST P.C. WALL ELEV PARKING REQUIREMENTS PARKING CALCS. PROCESSING /WAREHOUSE OFFICE /R.R. SUBTOTAL PROCESSING /WAREHOUSE OFFICE /R.R. TOTAL EXISTING 55,368 sf 2,985 sf 58,353 sf 104,332 sf 2,985 sf 107,649 sf RECEIVED JUN 2 2 2010 PERMIT CENTER (IN NET SF) NEW TOTAL + 38,531 sf = 93,899 sf + -0- = 2,985 sf + 38,531 sf = 98,884 sf (1/2,000 *) (0.9)usable = 47 STALLS (3/1,000 *) = 9 = 56 STALLS 56 STALLS REQUIRED 35 EXISTING STALLS +25 NEW STALLS ( 1 OF WHICH MUST MEET ACCESSIBLITY GUIDELINES PER TABLE 1106.1) 56 STALLS PROVIDED 1)1()%m 06-24-lo Revisions: Sheet Title: GENERAL INFORMATION AND SITE PLAN Dote: Design: Drawn: Project No: Approved: 06/21/10 DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: T1.1 302/303 FLOOR SURFACES & CHANGES IN LEVEL ANSI 303 - CHANGES IN LEVEL (REFERENCE DETAIL. 5.1) A. B. Changes in level up to 1/4" maximum may be vertical and without edge treatment Changes in level between 1/4' and 1/2' shall be beveled with a slope no greater than 1:2. Detail 5.1 ANSI 302.2 - CARPET A. Carpet provided on a floor surface shall be securely attached; have a firm pad or backing, or no pad; and have a level loop, textured loop, level cut pile, or level cut /uncut pile texture. Maximum pile thickness shall be 1/2". Exposed edges of carpet shall be fastened to floor surfaces and have trim along the exposed edges. ANSI 302.3 - OPENINGS A. Openings (gratings) in floor surfaces shall be of a size that does not permit the passsge of a 1/2" diameter sphere. B. Elongated openings (gratings) shall be placed so that the long dimension is perpendicular to the dominant direction of travel. 305 CLEAR FLOOR SPACE ANSI 305.2 - FLOOR SURFACES A. Floor surafces of a clear floor space shall have a slope not steeper than 1:48. ANSI 305.3 - SIZE A. Minimum clear floor space for a wheelchair and occupant shall be 30" wide x 48" long. Clear floor space shall be centered on the element it serves. 307 PROTRUDING OBJECTS (REFERENCE DETAIL 4.4.1 & 4.4.2) 406 CURB RAMPS ANSI 406 - CURB RAMPS A. Curb ramps per Detail 4.7 below. ANSI 406.3 - SIDES OF CURB RAMPS (REFERENCE DETAIL 4.7) A. If a curb ramp is located where pedestrians must walk across the ramp or where it is not protected by handrails or guardrails, it shall have flared sides; the maximum slope of the flare shall be 1:10 If x Is less than 48" Then The Slope Of The Flare �' Sides Shall Not Exceed 1:12 Adjoining Slope 7Shall Not Exceed 1:20 Flared side (1:10 Max. Slope) Ramp (1:12 Max. Slope) Shall Have Detectable Warnings and contrasting color. Standard Curb Ramp Adjoining Slope Shall Not Exceed 1:20 36" Min. ANSI 307 - GENERAL A. Objects projecting from walls (for example, telephones) with their leading edges between 27" -8O" above the finished floor shall protrude 4" maximum horizontally into the circulation path. Protruding objects shall not reduce the clear width of an accessible route or maneuvering space. Detail 4.4.1 308 & 309 CONTROLS AND OPERATING PARTS ANSI 308 - HEIGHT (REFERENCE DETAIL 4.30.3) A. Unobstructed forward reach /front approach = 48" max. to 15" min. A.F.F. Obstructed high reach /front approach with reach depth >20" = 48" max. Obstructed high reach /front approach with reach depth 20" -25 "max = 44" max. B. Unobstructed side reach /parallel approach - 48" max. to 15" min. A.F.F. Obstructed high reach /parallel approach height of the obstruction = 34" max. Obstructed high reach /parallel approach with reach depth >10" = 48" max. Obstructed high reach /parallel approach with reach depth 10" -24 max = 46" max. C. Electrical & communication system receptacles shall be mounted no less than 15" above the floor. ANSI 309 - OPERATION Operable parts shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. The force required to activate operable parts hsall be 5.0 Ib. maximum. IBC with WA STATE AMENDMENTS 1101.2.10 - CONTROL SWITCHES Manually operated control switches shall comply with ANSI Section 309, except they shall be placed 32" minimum and 40" maxiumum above the floor. The clear floor space adjacent to the control switch shall be located beyond the arc of the door swing and centered on the control switch. 403 ACCESSIBLE ROUTE - WALKING SURFACES IBC 1104 - LOCATION A. At least one accessible route shall be provided from public transportation stops, accessible parking and loading zones, and public streets or sidewalks to the accessible building entrance. B. Pedestrian route connections shall be clearly demarked where it crosses drive aisles. ANSI 403.5 - CLEAR WIDTH IBC with WA STATE AMENDMENTS 1101.2.2 - CLEAR WIDTH A. Clear width of an accessible route shall comply with ANSI Table 403.5 (below). For exterior routes of travel, the minium clear width shall be 44". ANSI 403.5.2 - PASSING SPACE A. If an accessible route is less than 60" in width, then passing spaces of at least 60"x60" or a T- shaped turning space shall be provided at 200' max. spacing. B. The minimum clear width for two wheelchairs to pass is 60" ANSI 307.2 IBC 1009.2 and 1010.5.2 A. Accessible routes shall have 80" min. clear head room. ANSI 403.3 - SLOPE A. Running slope of walking surfaces shall not be steeper than 1:20 (5 %). B. Cross slope of walking surfaces shall not be steeper than 1:48 (2 %). Curb Ramo Parallel to Curb Detail 4.7 ANSI 406.10 - DIAGONAL CURB RAMPS Location of Typical Parking Access r)` � As Aisle Ramps (1:12 Max. Slope) Shall Have Detectable Warnings and contrasting color. Note : If Slope is 1:20 or Jess no contrasting color or texture is required A. Diagonal curb ramps with returned curbs or other well- defined edges, shall have the edges parallel to the direction of pedestrian flow. The bottom of diagonal curb ramps shall have 48" minimum clear space outside active traffic lanes of the roadway. Diagonal curb ramps provided at marked crossings, shall provide the 48" clear space within the markings. Diagonal curb ramps with flared sides shall also have a segment of curb 24" minimum in length on each side of the curb ramp and within the marked crossing. ANSI 406.11 - ISLANDS A. Raised islands in crossings shall be a cut - through level with the street or have curb ramps at both sides. Each curb ramp shall have a level area 48" minimum long and 36" minimim wide between the curb ramps in the part of the island intersected by the crossings. AktilMS ANSI 404.2.1 - DOUBLE - LEAF DOORWAYS A. At least one of the active leaves of doorways with two leaves shall comply with the requirements in 404.2.2 and 404.2.3 ANSI 404.2.2 - CLEAR WIDTH A. Doorways shall provide a clear opening of 32" minimum, with the door open 90'. 1. Clear opening shall be measured between the face of the door and opposite stop. 2. Openings more than 24' in depth shall provide a clear opening of 36" minimum. ANSI 404.2.3 - MANEUVERING CLEARANCES AT DOORS Provide level (1:48 max. slope) and clear maneuvering area at doors as follows: A. Front approach pull side - 60" min. width & 18" min. beside strike edge Front approach push side - 48" min width & 0" beside strike edge (12" 0 strike if door has both a closer and a latch) B. Hinge side approach pull side - 60" min. width; 36" min. beside strike edge or - 54" min. width; 42" min. beside strike edge Hinge side approach push side - 42" min. width & 22" min. beside hinge edge (48"min. width if door has both a closer and a latch) C. Latch side approach pull side - 48" min. width and 24" min. beside strike edge (54 "min. width if door has a closer) Latch side approach push side - 42" min. width and 24 min. beside strike edge (48"min. width if door has a closer) ANSI 404.2.4 - THRESHOLDS AT DOORWAYS A. Maximum threshold height: 1/7'. Raised thresholds and changes in level at doorways shall comply with Sections 302 and 303. ANSI 404.2.6 - DOOR HARDWARE A. Handles, pulls, latches, locks, and other operating devices shall have a shape that is easy to grasp with one hand and does not require tight grasping, tight pinching, or twisting of the wrist to operate. 1. Lever- operated mechanisms, push -type mechanisms, and U- shaped handles are acceptable designs. 2. When sliding doors are fully open, operating hardware shall be exposed and usable from both sides. 3. Hardware required for accessible door passage shall be mounted between 34" and 48' above finished floor. ANSI 404.2.7.1 - DOOR CLOSERS A. Door closers shall be adjusted so that from an open position of 90 degrees, the time required to move the door to an open position of 12 degrees shall be 5 seconds minimum. ANSI 404.2.7.2 - SPRING HINGES A. Door spring hinges shall be adjusted so that from the open position of 70 degrees, the door shall move to the closed position in 1.5 seconds minimum. ANSI 404.2.8 and IBC with WA STATE AMENDMENTS - DOOR OPENING FORCE A. The maximum force for pushing or pulling open a door shall be as follows: 1. Fire doors shall have the minimum opening force allowable by the appropriate administrative authority. 2. Other doors a. Exterior hinged, sliding or folding door: 10.0 Ib. max. b. Interior hinged doors: 5.0 Ib. max. c. Interior sliding or folding doors: 5.0 Ib. max. These forces do not apply to the force required to retract latch bolts or disengage other devices that may hold the door in a closed position. 603 TOILET ROOMS ANSI 603.2.3 - DOORS 1. Doors shall not swing into the clear floor space or clearance for any fixture. Except where the room is for individual use and a 30 "x48 ", clear floorispace is provided within the room beyond the arc of the door swing. ANSI 603.2 - CLEAR FLOOR SPACE A. The accessible fixtures and controls required in 4.22.7 shall be on an accessible route. An unobstructed turning space complying with 304 shall be provided within an accessible toilet room. The clear floor space at fixtures and controls, the accessible route, and the turning space may overlap, however; the only turning space provided shall not be located within a stall. ANSI 603.3 & 606 - LAVATORIES AND MIRRORS A. If lavatories and mirrors are provided, then at least one of each shall comply with 603.3 & 606. Accessible lavatories and mirrors shall not be located within toilet stalls unless other accessible lavatories and mirrors are provided in the toilet room. ANSI 603.3 - MIRRORS (REFERENCE DETAIL 4.19.1) A. Mirrors located above lavatories, sinks or counters shall be mounted with the bottom edge of the reflecting surface 40" maximum A.F.F. Mirrors not located above lavatories, sinks or counters shall be mounted with the bottom edge of the reflecting surface 35" maximum above the floor. 604 WATER CLOSETS & TOILET COMPARTMENTS ANSI 604.3 - CLEAR FLOOR SPACE A. Clear floor space for water closets not in stalls shall be provided as follows: Front approach - 48" min. wide x 66" min. long Side approach - 56" min. to front of toilet x 48" min. wide Both approach - 60" min. wide x 56" min. long (Reference Detail 4.16) L- -- Detail 4.16 ANSI 604.4 - HEIGHT (REFERENCE DETAIL 4.16.2) A. The height to the top of the toilet seat shall be 17" - 19" above floor. 1. Seats shall not be sprung to return to a lifted position. ANSI 604.5 - GRAB BARS (REFERENCE DETAILS 4.16, 4.16.2 & 4.16.3) 5 to A. The following grab bars shall be provided, 33" - 36" above the finish floor: 1. Side wall horizontal: 47' long minimum, hold 12" min. from back wall. 2. Side wall vertical: 18' high minimum, hold 39" min. from back wall. 3. Back wall: 36" long minimum, 12" minimum each side of water closet centerline. Refer to 4.26 Grab Bars for size and structural elements. ANSI 604.6 - FLUSH CONTROLS (REFERENCE DETAIL 4.16.3) A. Controls shall be 44" maximum above the finish floor. 1. Lever controls or flush valves shall be mounted on the wide and open side of toilet areas. Except in ambulatory accesisble compartments - refer to IBC, WA State Amendments, section 1101.2.7. 2. Controls shall be hand operated or automatic. 3. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. 4. The force required to activate operable parts shall be 5.0 Ib. max. ANSI 604.10.7 - DISPENSERS (REFERENCE DETAIL 4.16.2) A. Toilet paper dispensers shall be installed on the side wall, and shall be 7" -9" maximum in front of the water closet measured to the centerline of the dispenser. The outlet of the dispenser shall be 15 " -48" maximum A.F.F. 1. Dispensers that control delivery or do not permit continuous paper flow shall not be used. 2. Operable parts shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. 3. The force required to activate operable parts shall be 5.0 Ib. max. ANSI 604.8 - WATER CLOSETS A. If toilet stalls are provided, then at least one shall be a standard toilet stall complying with 604.8; where 6 or more stalls are provided in addition to the stall complying with 604.9, at least one stall 36" wide with an outward swinging, If- closing door and parallel grab bars shall be provided. Water closets in such stalls shall comply with detail 4.16. Detail 4.16,2 ANSI 605 - URINALS 36" MIN. Detail 4.16.3 Locate flush controls on wide aide ANSI 605 - URINALS A. If urinals are provided, then at least one shall comply with detail 4.18. ANSI 605.2 - HEIGHT (REFERENCE DETAIL 12.3.1) A. Urinals shall be stall -type or wall hung with rim at 17' maximum above the finished floor. ANSI 605.3 - CLEAR FLOOR SPACE (REFERENCE DETAIL 4.18.1) A. A clear floor space 30" wide by 48" deep minimum shall be provided in front of urinal to allow forward approach. 1. This space shall adjoin or overlap an accessible route. 2. Urinals installed in alcoves deeper than 24" require a maneuvering area of at least 36" minimum wide, centered on fixture. ANSI 605.4 - FLUSH CONTROLS (REFERENCE DETAIL 4.18.2) A. Controls shall be 44" maximum above the finished floor. 1. Controls shall be hand operated or automatic. 2. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. 3. The force required to activate operable parts shall be 5.0 Ib. max. Detail 4.181 48" MIN. I L Detail 4.18 .2 606 LAVATORIES ANSI 606.3 & 606.2 - HEIGHT & CLEARANCES (REFERENCE DETAIL 4.19.1 & 4.19.2) A. Lavatories shall be mounted with the rim or counter surface no higher than 34" above the finished floor. 2. Clearance of 27" minimum shall be provided from the finished floor to bottom of apron. 3. Knee clearance of 27" high minimum shall extend 8" minimum under the edge of the lavatory, 30' wide minimum, and 19" deep minimum. cnce of 9" minimum shall be provided for the full depth of the lavatory. Detail 4.19.1 ANSI 606. ' clear I floor Lspace - - 25" 48" Min. 7" Mi Detail 4.19.2 configured to protect against contact. B. There shall be no sharp or abrasive surfaces under lavatories. ANSI 606.4 - FAUCETS A. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. B. The force required to activate controls shall be no greater than 5 Ib.. examples of acceptable designs. D. If self - closing valves are used the faucet shall remain open for 10 seconds minimum. ANSI 606.7 - OPERABLE PARTS A. Operable parts on towel dispensers and hand dryers shall comply with Table 606.7 (below). Maximum MINIMUM SEGMENT LENGTH SEGMENT WIDTH less than or equal to: 24 32' greater than: 24 36.' ANSI 403.5.2 - PASSING SPACE A. If an accessible route is less than 60" in width, then passing spaces of at least 60"x60" or a T- shaped turning space shall be provided at 200' max. spacing. B. The minimum clear width for two wheelchairs to pass is 60" ANSI 307.2 IBC 1009.2 and 1010.5.2 A. Accessible routes shall have 80" min. clear head room. ANSI 403.3 - SLOPE A. Running slope of walking surfaces shall not be steeper than 1:20 (5 %). B. Cross slope of walking surfaces shall not be steeper than 1:48 (2 %). Curb Ramo Parallel to Curb Detail 4.7 ANSI 406.10 - DIAGONAL CURB RAMPS Location of Typical Parking Access r)` � As Aisle Ramps (1:12 Max. Slope) Shall Have Detectable Warnings and contrasting color. Note : If Slope is 1:20 or Jess no contrasting color or texture is required A. Diagonal curb ramps with returned curbs or other well- defined edges, shall have the edges parallel to the direction of pedestrian flow. The bottom of diagonal curb ramps shall have 48" minimum clear space outside active traffic lanes of the roadway. Diagonal curb ramps provided at marked crossings, shall provide the 48" clear space within the markings. Diagonal curb ramps with flared sides shall also have a segment of curb 24" minimum in length on each side of the curb ramp and within the marked crossing. ANSI 406.11 - ISLANDS A. Raised islands in crossings shall be a cut - through level with the street or have curb ramps at both sides. Each curb ramp shall have a level area 48" minimum long and 36" minimim wide between the curb ramps in the part of the island intersected by the crossings. AktilMS ANSI 404.2.1 - DOUBLE - LEAF DOORWAYS A. At least one of the active leaves of doorways with two leaves shall comply with the requirements in 404.2.2 and 404.2.3 ANSI 404.2.2 - CLEAR WIDTH A. Doorways shall provide a clear opening of 32" minimum, with the door open 90'. 1. Clear opening shall be measured between the face of the door and opposite stop. 2. Openings more than 24' in depth shall provide a clear opening of 36" minimum. ANSI 404.2.3 - MANEUVERING CLEARANCES AT DOORS Provide level (1:48 max. slope) and clear maneuvering area at doors as follows: A. Front approach pull side - 60" min. width & 18" min. beside strike edge Front approach push side - 48" min width & 0" beside strike edge (12" 0 strike if door has both a closer and a latch) B. Hinge side approach pull side - 60" min. width; 36" min. beside strike edge or - 54" min. width; 42" min. beside strike edge Hinge side approach push side - 42" min. width & 22" min. beside hinge edge (48"min. width if door has both a closer and a latch) C. Latch side approach pull side - 48" min. width and 24" min. beside strike edge (54 "min. width if door has a closer) Latch side approach push side - 42" min. width and 24 min. beside strike edge (48"min. width if door has a closer) ANSI 404.2.4 - THRESHOLDS AT DOORWAYS A. Maximum threshold height: 1/7'. Raised thresholds and changes in level at doorways shall comply with Sections 302 and 303. ANSI 404.2.6 - DOOR HARDWARE A. Handles, pulls, latches, locks, and other operating devices shall have a shape that is easy to grasp with one hand and does not require tight grasping, tight pinching, or twisting of the wrist to operate. 1. Lever- operated mechanisms, push -type mechanisms, and U- shaped handles are acceptable designs. 2. When sliding doors are fully open, operating hardware shall be exposed and usable from both sides. 3. Hardware required for accessible door passage shall be mounted between 34" and 48' above finished floor. ANSI 404.2.7.1 - DOOR CLOSERS A. Door closers shall be adjusted so that from an open position of 90 degrees, the time required to move the door to an open position of 12 degrees shall be 5 seconds minimum. ANSI 404.2.7.2 - SPRING HINGES A. Door spring hinges shall be adjusted so that from the open position of 70 degrees, the door shall move to the closed position in 1.5 seconds minimum. ANSI 404.2.8 and IBC with WA STATE AMENDMENTS - DOOR OPENING FORCE A. The maximum force for pushing or pulling open a door shall be as follows: 1. Fire doors shall have the minimum opening force allowable by the appropriate administrative authority. 2. Other doors a. Exterior hinged, sliding or folding door: 10.0 Ib. max. b. Interior hinged doors: 5.0 Ib. max. c. Interior sliding or folding doors: 5.0 Ib. max. These forces do not apply to the force required to retract latch bolts or disengage other devices that may hold the door in a closed position. 603 TOILET ROOMS ANSI 603.2.3 - DOORS 1. Doors shall not swing into the clear floor space or clearance for any fixture. Except where the room is for individual use and a 30 "x48 ", clear floorispace is provided within the room beyond the arc of the door swing. ANSI 603.2 - CLEAR FLOOR SPACE A. The accessible fixtures and controls required in 4.22.7 shall be on an accessible route. An unobstructed turning space complying with 304 shall be provided within an accessible toilet room. The clear floor space at fixtures and controls, the accessible route, and the turning space may overlap, however; the only turning space provided shall not be located within a stall. ANSI 603.3 & 606 - LAVATORIES AND MIRRORS A. If lavatories and mirrors are provided, then at least one of each shall comply with 603.3 & 606. Accessible lavatories and mirrors shall not be located within toilet stalls unless other accessible lavatories and mirrors are provided in the toilet room. ANSI 603.3 - MIRRORS (REFERENCE DETAIL 4.19.1) A. Mirrors located above lavatories, sinks or counters shall be mounted with the bottom edge of the reflecting surface 40" maximum A.F.F. Mirrors not located above lavatories, sinks or counters shall be mounted with the bottom edge of the reflecting surface 35" maximum above the floor. 604 WATER CLOSETS & TOILET COMPARTMENTS ANSI 604.3 - CLEAR FLOOR SPACE A. Clear floor space for water closets not in stalls shall be provided as follows: Front approach - 48" min. wide x 66" min. long Side approach - 56" min. to front of toilet x 48" min. wide Both approach - 60" min. wide x 56" min. long (Reference Detail 4.16) L- -- Detail 4.16 ANSI 604.4 - HEIGHT (REFERENCE DETAIL 4.16.2) A. The height to the top of the toilet seat shall be 17" - 19" above floor. 1. Seats shall not be sprung to return to a lifted position. ANSI 604.5 - GRAB BARS (REFERENCE DETAILS 4.16, 4.16.2 & 4.16.3) 5 to A. The following grab bars shall be provided, 33" - 36" above the finish floor: 1. Side wall horizontal: 47' long minimum, hold 12" min. from back wall. 2. Side wall vertical: 18' high minimum, hold 39" min. from back wall. 3. Back wall: 36" long minimum, 12" minimum each side of water closet centerline. Refer to 4.26 Grab Bars for size and structural elements. ANSI 604.6 - FLUSH CONTROLS (REFERENCE DETAIL 4.16.3) A. Controls shall be 44" maximum above the finish floor. 1. Lever controls or flush valves shall be mounted on the wide and open side of toilet areas. Except in ambulatory accesisble compartments - refer to IBC, WA State Amendments, section 1101.2.7. 2. Controls shall be hand operated or automatic. 3. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. 4. The force required to activate operable parts shall be 5.0 Ib. max. ANSI 604.10.7 - DISPENSERS (REFERENCE DETAIL 4.16.2) A. Toilet paper dispensers shall be installed on the side wall, and shall be 7" -9" maximum in front of the water closet measured to the centerline of the dispenser. The outlet of the dispenser shall be 15 " -48" maximum A.F.F. 1. Dispensers that control delivery or do not permit continuous paper flow shall not be used. 2. Operable parts shall be operable with one hand and shall not require tight grasping, pinching or twisting of the wrist. 3. The force required to activate operable parts shall be 5.0 Ib. max. ANSI 604.8 - WATER CLOSETS A. If toilet stalls are provided, then at least one shall be a standard toilet stall complying with 604.8; where 6 or more stalls are provided in addition to the stall complying with 604.9, at least one stall 36" wide with an outward swinging, If- closing door and parallel grab bars shall be provided. Water closets in such stalls shall comply with detail 4.16. Detail 4.16,2 ANSI 605 - URINALS 36" MIN. Detail 4.16.3 Locate flush controls on wide aide ANSI 605 - URINALS A. If urinals are provided, then at least one shall comply with detail 4.18. ANSI 605.2 - HEIGHT (REFERENCE DETAIL 12.3.1) A. Urinals shall be stall -type or wall hung with rim at 17' maximum above the finished floor. ANSI 605.3 - CLEAR FLOOR SPACE (REFERENCE DETAIL 4.18.1) A. A clear floor space 30" wide by 48" deep minimum shall be provided in front of urinal to allow forward approach. 1. This space shall adjoin or overlap an accessible route. 2. Urinals installed in alcoves deeper than 24" require a maneuvering area of at least 36" minimum wide, centered on fixture. ANSI 605.4 - FLUSH CONTROLS (REFERENCE DETAIL 4.18.2) A. Controls shall be 44" maximum above the finished floor. 1. Controls shall be hand operated or automatic. 2. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. 3. The force required to activate operable parts shall be 5.0 Ib. max. Detail 4.181 48" MIN. I L Detail 4.18 .2 606 LAVATORIES ANSI 606.3 & 606.2 - HEIGHT & CLEARANCES (REFERENCE DETAIL 4.19.1 & 4.19.2) A. Lavatories shall be mounted with the rim or counter surface no higher than 34" above the finished floor. 2. Clearance of 27" minimum shall be provided from the finished floor to bottom of apron. 3. Knee clearance of 27" high minimum shall extend 8" minimum under the edge of the lavatory, 30' wide minimum, and 19" deep minimum. cnce of 9" minimum shall be provided for the full depth of the lavatory. Detail 4.19.1 ANSI 606. ' clear I floor Lspace - - 25" 48" Min. 7" Mi Detail 4.19.2 configured to protect against contact. B. There shall be no sharp or abrasive surfaces under lavatories. ANSI 606.4 - FAUCETS A. Controls shall be operable with one hand and shall not require tight grasping, pinching, or twisting of the wrist. B. The force required to activate controls shall be no greater than 5 Ib.. examples of acceptable designs. D. If self - closing valves are used the faucet shall remain open for 10 seconds minimum. ANSI 606.7 - OPERABLE PARTS A. Operable parts on towel dispensers and hand dryers shall comply with Table 606.7 (below). Maximum 0.5" 2" Reach Depth Maximum #* #0- Reach Height 40" 4A" IBC with WA STATE AMENDMENTS 1101.2.7 - OPERABLE PARTS A. Operable parts on drying equipment, towel or cleansing product dispensers and disposal fixtures shall comply with ANSI Table 606,7 (above), except the maximum reach height shall be 40" for reach depths less than 6". 905 STORAGE DEPTH (REFERENCE DETAIL 4.25.1) A. Storage areas may be 36" in depth or less. If more than 36" in depth then area must allow 60" diameter of clear floor space for turning. ANSI 905.2 - CLEAR FLOOR SPACE: (REFERENCE DETAIL 4.25.2) ANSI 905.3 - HEIGHT (REFERENCE DETAIL 4.25.3 & 4.25.4) A. Accessible storage elements shall comply with at least one of the reach ranges specified in Section 308. B. Clothes rods or shelves shall be a maximum 54" above floor where a side reach is required. C. Where the distance from the wheelchair to the clothes rod or shelf exceeds 10" (as at closets with inaccessible doors) the following criteria shall be met: 1. Shelves: Reach: 21" maximum; height: 48" maximum, 9" minimum. 2. Clothes rods: reach 21" maximum; height: 48" maximum. ANSI 905.4 - OPERABLE PARTS (REFERENCE DETAIL 4.25.3 & 4.25.4) A. Operable parts of storage facilities shall comply with Section 309. 5 co AI Detail 4.25.1 Detail 4.25.2 Detail 4.25.3 Detail 4.25.4 609 GRAB BARS ANSI 609.3.2 - SIZE AND SPACING A. Diameter or width of gripping surface shall be 1 -1/4" to 1 -1/2", or the shape shall provide an equivalent gripping surface. 1. The space between grab bars and adjacent walls shall be 1 -1/2" ANSI 609.8 - STRUCTURAL STRENGTH A. Grab bars and mounting devices shall meet the following requirements: 609.8 Allowable stresses shall not be exceeded for materials used where a vertical or horizontal force of 250 lbs. is applied at any point on the grab bar, fastener mounting device, or supporting structure. 1. Shear stress induced by application of 250 Ib. shall be less than allowable shear stress for material used. If connection between grab bar and mounting bracket is considered to be fully restrained, then direct and torsional shear stresses shall be totaled for the combined shear stress, which shall not exceed the allowable shear stress. 2. Shear force induced in a fastener or mounting device from application of 250 Ib. shall be less than allowable lateral load of either the fastener or mounting device or the supporting structure, whichever is the smaller allowable load. 3. Tensile force induced in a fastener by a direct tension force of 250 Ib. plus the maximum moment from the application of 250 Ib. shall be less than the allowable withdrawal load between the fastener and the supporting structure. 609.6 Grab bars shall not rotate within their fittings. ANSI 609.5 - ELIMINATING HAZARDS A. Grab bars and adjacent wall surfaces shall be free of sharp or abrasive surfaces. Edges shall be rounded. 502/503 PARKING AND PASSENGER LOADING ZONES ANSI 502 - PARKING SPACES A. Accessible car parking spaces shall be 96" minimum in width. Van parking spaces shall be 132" minimum in width. EXCEPTION: Van parking spaces shall be permitted to be 96" minimum in width where the adjacent access aisle is 96" minimum in width. B. Parking access aisles shall be 60" wide. Van accessible access aisles shall be 96" wide. C. Surface slope shall not exceed 1:48 in all directions (Note : no built up curb ramp may be located in an accessible parking access aisle.) ANSI 502.7 - SIGNAGE A. Each accessible parking space must have individual vertically mounted or suspended sign. Required van accessible spaces must be designatred. B. Characters and symbols on such signs shall be located 60" minimum above the ground. ANSI 503.5 - VERTICAL CLEARANCE A. Provide minimum vertical clearance of 114 at accessible passenger loading zones and along at least one vehicle access route from site entrances and exits. 702 ALARMS ANSI 702.1 - GENERAL A. When required, visual alarms shall be provided in each of the following areas, as a minimum: rest rooms and any other general usage areas (e.g., meeting rooms), hallways, lobbies, and any other area for common use. NFPA 72 - AUDIBLE ALARMS A. If provided, audible alarms shall produce a sound that exceeds the prevailing equivalent sound level in the room or space by at least 15 dba or exceeds any maximum sound level with a duration of 60 seconds by 5 dba, whichever is louder. B. Sound levels for alarm signals shall not exceed 120 dba. NFPA 72 - VISUAL ALARMS A. Visual alarm signal appliances shall be integrated into the building or facility alarm system. If single station audible alarms are provided then single station visual alarm signals shall be provided. Visual Alarm appliances shall have the following features: 1. The lamp shall be a xenon strobe type or equivalent. 2. The color shall be clear or nominal white (i.e. unfiltered or clear filtered white light). 3. The maximum pulse duration shall be two - tenths of one second with a maximum duty cycle of 40 %. (The pulse duration is defined as the time interval between initial and final points of 10% of max signal) 4. The intensity shall be a minimum of 75 candela. 5. The flash rate shall be a minimum of 1 Hz and a maximum of 3 Hz 6. The appliance shall be placed 80" above the highest floor level within the space or 6" below the ceiling, whichever is lower. a. In large rooms and spaces exceeding 100' across, without obstructions 6' above the finished floor, such as auditoriums, devices may be place around the perimeter, spaced a maximum 100' apart, in lieu of suspending appliances from the ceiling. 7. In general, no place in any room or space shall be more than 50' from the signal (measured in a horizontal plane). 8. No place in common corridors or hallways shall be more than 50' from the signal. IMEV1FO - CODE COMPLIANCE APPROVED SEP 0 7 MO City of Tukwila EVVED UILDING DIVhsi , 703 SIGNAGE WHERE APPLICABLE A. Signs which designate permanent rooms and spaces shall comply with the requirements listed below for: 1. Raised and Braille Characters, and Pictograms 2. Finish and Contrast Exception: Employee name signs are not required to comply. WHERE APPLICABLE A. Signs which provide direction to, or information about, functional spaces of the building shall comply with the requirements listed below for: 1. Character Proportion 2. Character Height 3. Finish and Contrast Exception: Building directories, menus, and all other signs which are temporary are not required to comply. WHERE APPLICABLE (REFERENCE DETAIL 4.30.1) A. Element and spaces of accessible facilities which shall be identified by the International Symbol of Accessibility are: 1. Parking spaces designated as reserved for persons with disabilities. 2. Accessible passenger loading zones. 3. Accessible entrances when not all are accessible (inaccessible entrances shall have directional signage to indicate route to nearest accessible entrance). 4. Accessible toilet and bathing facilities when not all are accessible: ANSI 703.2.4 - CHARACTER HEIGHT (REFERENCE DETAIL 4.30.2) A. The uppecase letter "r shall be used to determine the allowable height of all characters of a font and shall be a minimum of r. EXCEPTION: Where separate tactile and visual characters with the same information are provided, the height of the tactile upper case letter "r shall be permitted to be " minimum. ANSI 703.2.5 - CHARACTER WIDTH (REFERENCE DETAIL 4.30.2) A. The uppercase letter "0" shall be used to determine the allowable width of all characters of a font, and shall be 55% min. and 110% max. of the height of the uppercase "r of the font. OVERHEAD SIGNS A. Characters and numbers on overhead signs shall be sized according to the viewing distance from which they are to be read. 1. For signs higher than 70 A.F.F., character size shall be 2" minimum plus r per foot of viewing distance above 15 feet. 2. The minimum height is measured using an upper case letter "r. 3. Lower case letters are permitted. ANSI 707.3, 703.4 & 703.5 - TACTILE, BRAILLE, & PICTOGRAMS A. Letter and numerals shall be raised 1/32 ", upper case, sans serif and shall be accompanied by grade 2 Braille. 1. Raised character height: r minimum to 3" plus ," per foot of viewing distance above 21 feet. 2. Pictograms shall have a field 6" min. in height. ANSI 703.3.12 - FINISH AND CONTRAST A. Characters and their background shall have a non glare glare finish. characters shall contrast with their background, with either light characters on a dark background, or dark characters on a light background. ANSI 703.3.10 & 703.3.11 - MOUNTING LOCATION AND HEIGHT (REFERENCE DETAIL 4.30.3) A. Where a tactile sign is provided at a door, the sign shall be alongside the door at the latch side. Where a tactile sign is provided at double doors with one active leaf, the sign shall be located on the inactive leaf. B. Where there is no wall space to the latch side of the door, including at double -leaf doors, signs shall be placed on the nearest adjacent wall. C. Tactile characters shall be 48" minimum above the floor, measured to the baseline of the lowest tactile character and 60" maximum above the floor, measured to the baseline of the highest tactile character. D. Mounting location for such signage shall be so that a person may approach within 3" of signage without encountering protruding objects or standing within the swing of a door. IBC with WA STATE AMENDMENTS 1101.2.9 - INTERNATIONAL SYMBOL OF ACCESSIBILITY A. Where the International Symbol of Accessibility is required, it shall be proportioned complying with ANSI Figure 703.6.3.1. All interior and exterior signs depicting the International Symbol of Accessibility shall be white on a blue background. C.� International Symbol of Accessibility Detail 4.30.1 Light switch Thermostats, Etc. Letter & numbers on signs shall have a width to height ratio of between 3:5 & 1:1 and a stroke - width to height ratio between 1:5 & 1:10. Letters and numbers shall be raised 1/32 ", upper case, sans serif or simple serif type and shall be accompanied with grade 2 Braille, raised characters shall be at least 5/8" - 3" high plus 1/8' per foot of viewing distance above 21 feet. Detail 4.30.2 8" MAX !MLA 'rA Detail 4.30.3 902 DINING SURFACES & WORK SURFACES Convenience Outlets Data, Tel., Etc. RECEIVED JUN 2 2 2010 PERMIT CENTER ANSI 902.2 - SEATING A. If seating spaces for people in wheelchairs are provided at fixed tables or counters, clear floor space of 30" x 48" shall be provided. Floor space shall not overlap required knee space by more than 19" ANSI 902.3 - KNEE SPACE B. If seating for people in wheelchairs is provided at fixed tables or counters, knee space at least 27" high, 30" wide and 19" deep shall be provided. ANSI 902.3- HEIGHT OF TABLES OR COUNTER C. The tops of accessible tables and counters shall be 28" minimum, and 34" maximum, above the finished floor. C RATir a r c h t t e c t s 2505 Third Avenue. Suite 324 Seattle, WA 98 1 2 1 206, 72.0.7001 phone 206.720,2949 fax www.cr. TtvarchItocts.com V a) I- 6 W 0 Q � W �� W �3 O Q = CDCC CC <<C CONSULTANT 7052 REGISTERED ARCHITECT ISSUE Revisions: Sheet Title: ACCESSIBILITY GUIDELINES Date: 06/21/10 Design: Drawn: Project No: Approved: DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: T1.2 x x x X x x x_ _ ±/ -116'- +/ -31' -1 3'- 4'1' -9" 2 1E15' -0" 2' -6' 111111:4111,1111 NEW WAREHOUSE: 42,81? S.F. 165' FXIT TRA)I'EL DIST NCE 200' EXIT TRAVEL DISTANCE o 19' -0" C o 6N G 1 MEANS OF EGRESS ILLUMINATION IBC 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. IBC 1006.2 11 umination lev I. The means o egress illumin tion level shall of be less than dl t walk mina _ • • 01 f- . IBC 1006.3 11 umination emergency power. The power supply for means of egress ill mination shall normally be provided by the piemises' electrical supply. In the event of power supply ailure, an emer ency electrical system shall automatically illu inate the folio ing areas: 1. Aisles a id unenclosed s airways of roo s that require two or more means of eg ess. 2. Corridors, exit enclosure and exit passa eways.. 3. Exterior 'egress componOnts... 4. Interior exit discharge elements... 5. Exterior landings...for exit discharge doorways... REVIEWED FOR CODE COMPLIANCE ADDDI WFD Su 0 Anti EXISTING WAREHOUSE: 61,52 S.F. ± ± EXISTING OFFICE: ]3,317 S.F. I EXISTING 2E 21E ANDOVER PARKWAY EAST SITE /EGRESS PLAN L__ " =20' 0 10 20 30 EGRESS NOTES: 1. 400' EXIT ACCESS DISTANCE PER IBC SECT. 1016.1 2. NO DRAFT CURTAINS PER IBC SECT. 910.3.5 3. DESIGN /BUILD ELECTRICAL TO PROVIDE MEANS OF EGRESS LIGHTING TO THE EXIT DISCHARGE AT A LEVEL OF NOT LESS THAN 1 FOOT CANDLE AT THE FLOOR LEVEL, AND EMERGENCY POWER BACKUP FOR NOT LESS THAN 90 MIN. 4. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES WITH NOT LESS THAN 5 FOOT CANDLES AT THE FACE AND ILLUMINATED FOR NOT LESS THAN 90 MINUTES AFTER POWER FAILURE GENERAL NOTES: 1. ALL WALLS TO BE TILT -UP CONC PANEL, U.O.N. 2. ELECTRICAL DESIGN /BUILD TO MEET WSEC 1513 3. ALL FINISH MATERIALS SHALL MEET THE CLASS C FLAME SPREAD INDEX OF 76 -200 AND SMOKE - DEVELOPED INDEX OF 0 -450 PER CHAPTER 8 OF THE 2006 IBC KEY NOTES: m • 0 0 it• it* 0 • PROPERTY LINE EXISTING BUILDING FOOTPRINT EXISTING BUILDING ENTRANCE EXISTING LOADING AREA EXISTING DRIVE -IN RAMP EXISTING TRASH ENCLOSURE EXISTING EQUIPMENT SCREENING EXISTING ACCESSIBLE PARKING STALL EXISTING CURB EXISTING 6' -0 "H CHAIN LINK FENCE ON ADJACENT PROPERTY. PROVIDE NEW GATES PER CIVIL FOR FIRE HYDRANT ACCESS. NEW BUILDING FOOTPRINT NEW CONCRETE LOADING AREA PER PLAN AND CIVIL NEW ASPHALT DRIVE -UP RAMP @ MAX. 1:12 SLOPE NEW ACCESSIBLE PARKING STALL @ EXISTING ASPHALT WITH NEW SIGN PER DETAIL 6/A8.2 NEW CONCRETE CURB, TYP. NEW ASPHALT FIRE DEPARTMENT ACCESS NEW ASPHALT HAMMERHEAD TURNAROUND NEW BICYCLE .RACK & CONCRETE LANDING WITH BROOM FINISH MAX 1:48 SLOPE PER CITY OF TUKWILA STANDARDS EXISTING CONCRETE ACCESSIBLE WALK EXISTING LANDSCAPE ISLAND TO BE ENHANCED PER LANDSCAPE NEW LANDSCAPE ISLAND EXISTING LANDSCAPE TO REMAIN EXISTING PICNIC TABLE TO REMAIN 4' HIGH CONC. REMOVABLE PIPE BOLLARD, PAINT "SAFETY YELLOW', SEE DTL 10/A8.1 • CONCRETE STAIR W/ CONCRETE GUARDRAIL & LANDING. SEE DTL 2 & 3/A8.2 • CONC. LANDING AT EXIT /FIRE DEPT. ACCESS DOORS, TYP. • CONCRETE SIDEWALK W/ BROOM FINISH MAX. 1:20 SLOPE & MAX. 1:48 CROSS SLOPE. • NEW 5 FT. WIDE STRIPED ACCESS AISLE TO EXISTING ACCESSIBLE ROUTE. 29 ASPHALT EMPLOYEE OUTDOOR SPACE LEGEND: EXIT RECEIVED JUN 2 2 2010 PERMIT CENTER ILLUMINATED EXIT SIGN W/ EMERGENCY POWER TO MEET IBC SECTION 1011 E EXISTING N NEW a r c h i I t e c i s 2505 Thi;r•d Avenue Suite 324 Seattle, WA 98121 206..720.7001 phone 206.720 2949 fax www.craftarchitects.com U Z Z 0 CO W ui 0 a as W W 0- W �3 MO4 I— W OP MCC as co CONSULTANT 7052 REGISTERED ARCHITECT KATH • ' M CRAFT STATE OF WASfiINGTON eV 140-12 ISSUE Revisions: Sheet Title: ARCHITECTURAL SITE AND EGRESS PLAN Date: 06/21/10 Design: Drawn: Project No: Approved: DPW 10- 253.03 KMC Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A1.1 E C IaF CAT Series 850 Double Check Valve Assemblies Size: 1/2" - 2" (15mm - 50mm) The FEBCO Series 850 Double Check Valve Assemblies are designed for non - health hazard applications. End Connections — NPT ANSI /ASME B1.20.1 Pressure — Temperature Max. Working Pressure: 175psi (12.1 bar) Hydrostatic Test Press: 350psi (24.1 bar) Temperature Range: 32 °F to 140 °F (0 °C to 60 °C) Materials Valve Body: Bronze Elastomers: Silicone Springs: Stainless Steel Models • Wye - Strainer Approvals — Standards • ANSI /AWWA Conformance (C510 -92) • Approved by the Foundation for Cross - Connection Control and Hydraulic Research at the University of Southern California. eh) 1015 B64.5 Typical Installation 12" (300mm) Minimum Clearance to Fixed Structure Series 8501/2' - 2" (15 Outdoor Installa Series 850 Capacity kPa psi 138 20 103 15 69 10 34 5 0 0 0 0 1/2' (15mm) kPa psi 138 20 103 15 69 10 n 34 5 D o kPa psi 138 20 103 15 69 10 34 5 0 0 3 6 9 2 15 18 gpm 11 23 34 45 57 68 Ipm 3/4' (20mm) 0 5 10 5 0 0 19 38 57 76 95 114 Ipm 25 30 gpm 1" (25mm) H onm §EVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 7 2010 kPa psi 138 20 103 15 69 10 34 5 0 0 kPa psi 138 20 103 15 69 10 34 5 0 0 0 10 20 30 40 50 60 gpm 0 38 76 114 152 190 227 Ipm 1 N. (32mm) 0 20 40 60 80 100 1 D gpm 0 76 152 227 303 379 4 4 Ipm 11/2" (40mm) kPa psi 138 20 103 15 69 10 34 5 0 0 0 0 20 40 60 80 100 1 0 gpm 76 152 227 303. 379 454 Ipm 2" (50mm) 30 60 90 120 150 180 gpm 114 227 341 454 570 681 Ipm Job Name Contractor Job Location City of Tukwila Approval Engineer Approval Representative BUILDING DIVISICN,ntractor's P.O. No FEBCO product specifications in U.S. customary units and metric are approximate and are provided for reference only. For precise mea- surements, please contact FEBCO. FEBCO reserves the right to change or modify product design, construction, specifications, or materials without prior notice and without incurring any obligation to make such changes and modifications on FEBCO products previously or subse- quently sold. Series 850 / Size: 1 /z" - 2" (15mm - 50mm) Dimensions and Weights Size: 1/2" - 2" (15 - 50mm) SIZE (DN) DIMENSIONS WEIGHT in. mm in. A mm in. B mm in. C mm in. D mm in. E mm lbs. kgs. 12 15 10 254 11 38 11/2 38 31/2 79 11/4 32 4.2 1.9 3/4 20 101/4 273 11/2 38 11/2 38 31/4 79 1Y4 32 4.4 2.0 1 25 121/2 318 11/2 48 1% 41 33/8 86 1' 38 6.8 3.1 1Y4 32 157/8 403 3 76 212 64 41/4 108 214 57 15.8 7.2 112 40 163/8 416 3 76 21/2 64 41/4 108 21/4 57 16.2 7.4 2 50 175/8 450 31/2 89 212 64 41/4 108 2Y4 57 21.1 9.6 Note: Dimensions are nominal. Allowances must be made for normal manufacturing tolerances. ITEM DESCRIPTION MATERIALS 1 Body 1.2 Tailpiece 1.4 0-Ring 2 Cover 2.2 0-Ring 3 Seat 3.1 0-Ring 4 Poppet 5 Seat Disc 5.1 Disc Retainer 5.2 Rnd HD Screw 6 Spring 7 Guide 8 Retainer Spacer 9 Ball Valve (w /tap) 9.1 Ball Valve 11 Test Cock 21 Hex HD Capscrew 60 Identification Plate 61 Drive Screw Stick Check Assembly Bronze Bronze Silicone Bronze Silicone Noryl® Silicone Noryla Silcone Noryl® Stainless Steel Stainless Steel Noryle Norylo Bronze Bronze Bronze Stainless Steel Brass Stainless Steel 9001 -2000 CERTIFIED A Watts Water Technologies Company ES- F -850S 0651 USA: 4381 N. Brawley • Ste. 102 • Fresno, CA • 93722 • Tel. (559) 441 -5300 • Fax: (559) 441 -5301 • www.FEBCOonline.com Canada: 5435 North Service Rd. • Burlington, ONT. • L7L 5H7 • Tel. (905) 332 -4090 • Fax: (905) 332 -7068 • www.FEBCOonline.ca © 2009 FEBCO SNSUS SR® Water Meters r20✓Vl cvcc METERING SYSTEMS c O(- 1.55.- roo0 Displacement Type Magnetic Dr' re Cold Wat 1 -1/2" (DN 40mm) and 2" (DN 50mm) Sizes REVIEW RODE CO 4PPRQ escrlpt�on Applications: Measurement of cold water where flow is in one direction; in residential, commercial and industrial services. Conformance To Standards: Sensus Sealed Register Water Meters comply with ANSI /AWWA Standard C700, latest revision. Each meter is tested to insure compliance. Construction: Sensus SR Water Meters consist of three basic components: maincase; measuring chamber; permanently, her - metically-sealed register. Maincases are of bronze with either flanges or internally- threaded spuds. Measuring chambers are of Rocksyn ®, a corrosion - resistant thermoplastic material. Bronze measuring chambers are available as an option. Sealed Register: Permanently, hermetically sealed; proven magnetic drive design; with integral tamper -proof locking device. Guaranteed for 25 years. The standard register includes a straight - reading, odometer -type totalization display; a 360° test circle with center sweep hand; and a low flow (leak) detector. Gears are self - lubricating, molded plastic for long life and minimum friction. The hermetic sealing of the register eliminates dirt and moisture, tam- pering, and lens fogging problems. No change gears are required for accuracy calibration. Encoded - type remote reading systems are available for all SR Water Meters. (See back of sheet for additional information.) Tamperproof Features: Removing the register to obtain free water is prevented by a locking device inside the meter. Removing the register requires a special tool that is available only to water utili- ties. Magnetic Drive: The unique design of the direct magnetic drive is a positive, reliable, dependable drive coupling, proven in mil- lions of SR Water Meters. Operation: Water flows through the meter's strainer and into the measuring chamber where it operates the piston. The piston, which moves freely, oscillates around a central hub, guided by the rubber - coated division plate. A drive magnet, incorporated in the piston, rotates around the out- side of the hermetically sealed register well and magnetically drives the "follower" magnet sealed within the well. The "follower" magnet drives a crank connected to the register gear train, which translate the number of piston oscillations into volume totalization units displayed on the register face. • Sensus Sealed Register Water Meters are engi- d ong -term value and virtually maintenance -free of their design simplicity and interchangeability 's SR Water Meters are easy to repair, even with - the maincase from the installation. As an alternate to e utility, Sensus offers various maintenance programs she whiqkgwvide factory reconditioning of the maincase and replace- 0 r" er lluomponents at low fixed prices. Connections: Tailpieces /Companion Flanges for installing the meters on a variety of pipe and sizes are available as an option. • ' eters, the use of a Smith -Blair Model 926 Flanged City _ t, x pter is recommended to facilitate the installation and ol BUILVII C4 D it lt�..fr f the meter from the line. Meters 1 -1/2" SR° (DN 40mm) 2" SR® (DN 50mm) SERVICE Measurement of cold water with flow In only one direction. NORMAL OPERATING FLOW RANGE CD 1 -1/2' (DN 40mm) size: 5 to 100 gal /min. (1.1 to 23.0 m3h) 2" (DN 50mm) size: 8 to 160 gal /min. (1.8 to 36.0 m3h) ACCURACY 100% ± 1.5% of actual thruput LOW FLOW REGISTRATION 1 -1/2' (DN 40mm) size: 95% at 1 -1/2 gal /min.10.35 m3h) 2' (ON 20mm) slze: 95% at 2 gal /min. (0.45 m h) MAXIMUM PRESSURE LOSS 1 -1/2' (DN 40mm)3size:11.4 psi at 100 gal /min. (0.8 bar at 23.0 m h) 2' (DN 50mm) size: 12.1 psi at 160 gal /min. (0.8 bar at 36.0 m3h) MAXIMUM OPERATING PRESSURE 150 psi (10.0 bar) MEASURING ELEMENT Oscillating piston REGISTER Straight reading, hermetically sealed, magnetic drive with low flow indicator. Remote reading unit optional. REGISTRATION 100,000,000 gallons, 100 gallon/sweep hand revolution 10,000,000 cubic feet 10 cubic feet/sweep hand revolution 100,000 m3 0.1 m3 /sweep hand revolution METER CONNECTIONS® 1 -1/2' (DN 40mm) slze: two bolt oval flanged spuds or 1 -1/2' (ON 47.80mm) Internal pipe threads 2' (DN 50mm) size: two bolt oval flanged spuds or 2' (59.61 mm) internal pipe threads (Threads are taped pipe, internal type, conforming to ANSI 81.20.1 or 1S0 R -7 if specified. Flanges are AWWA 125 pounds [PN 10 bar] class.) MATERIALS Maincase— Bronze Measuring chamber — Rocksyn — standard Bronze— optional Magnets — ceramic and Alnico Strainer— Thermoplastic Trim — Stainless Steel Casing bolts — Stainless Steel O Maximum rates listed are for intermittent flow only. Maximum continuous flow rates as specified by AWWA are. 1 -1/2' (DN 40mm) size: 50 gal /min (11.0 m3h) 2' (DN 50mm) size: 80 gal/min (18.0 m3h) ® Flanged spuds are standard for 1 -1/2' (DN 40mm) and 2' (DN 50mm) size meters and will be furnished unless otherwise specified. Internal tapped pipe threads only are sup- plied for ISO meters. Page 1 of 2 Sealed Register Retainer Nut Division Plate 0000000000.000000000 .- 00000000 oo000O0000000n 000000000 00000 000000000• C 000000 ' 0O ff 0 J' 0000000 00'00 Piston Control Roller Strainer 2" (DN 50mm) Dials Shown A Magnetic Coupling Dimensions anti Net Weihts° Meter Size Connections A B c B Width Bolt Circle Number of Bolts Bolt She Net Weighlm 1 -1/2" (DN 40mm) Flanged 13 (330mm) 6 -7/8 (175mm) 2 -21/32 (68mm) 5/8 (1 f-xnm) 8-3/4 (222mm) 4 (102mm) 2 5/8 (16mm) 26 lbs. (12 kg) Screwed 12 -5/8 (322mm) 6 -7/8 (175mm) 2 -21/32 (68mm) NIA® 8 -3/4 (222mm) N /A0 N /A® N /AO 23 lbs. (10.5 kg) 2" (DN 50mm) Flanged 17 (432mm) 7 -17/32 (192mm) 2 -5/8 (67mm) 5/8 (16mm) 9 -11/16 (246mm) 4 -1/2 (115mm) 2 3/4 (19mm) 42 lbs. (19 kg) Screwed 15 -1/4 (388mm) 7 -17/32 (192mm) 2-5/8 (67mm) N /A© 9 -11/16 (246mm) N /A® N /A© N /Am 37 lbs. (17 kg) CD Rocksyn measuring chamber. Meter is available with either flanged or screwed end connections. Flanged end meter illustrated to show oval flange and bolt pattern. End connection threads: (2) 1 -1/2' (ON 40mm)- 1.1/2' N.P.T. Internal Threads or 1.1/2' ISO R -7 International Threads, if specified ® 2' (DN 50mm) -2' N.P.T. Internal Threads or 2' ISO R -7 International Threads, if specified. All Sensus AMR systems work with the same absolute encoder Electronic Communications Registers (ECR), enabling the utility to mix and match or easily move from one system to another without changing registers for each. The TouchRead" Automated Meter Reading and Billing System — is a multipurpose encoder remote system suitable for indoor and /or outdoor use. The ECR Register uses a wired connection between the meter and an outside remote for inside set meters —or a pitlid mounted module, enabling underground meters to be read automati- cally without opening the meter box or vault. All wired connections and terminals of the TouchRead PitLid (TR /PL) modules and registers are fully sealed at the factory using a special process to ensure protection from water infiltration. The connection terminals of ECR/WP registers are also factory sealed. Meters equipped for TouchRead System reading can be read with a visual reading device, stand alone AutoGun, and /or reading gun with an AutoRead HandHeld Device. For more information on TouchRead System equipment refer to bulletins AMR -TR, AMR-401, AMR -403, AMR -312 and EXSUMHH. PhonReade AMR —is a reliable telephone based call -in system that does not require batteries for operation. It also does note require equipment to be installed at telephone company facilities. PhonRead `..,/ seNsus s V s Meter Interface Units (MIU) automatically call 'in' to the utility office for transferring meter reading data from the meter site to a PC. PhonRead is a transparent AMR system that does not interfere with customers' telephone service. For more information refer to bulletins AMR -PR and AMR -302. RadioRead® AMR —uses superior Direct Sequence Spread Spec- trum modulation to provide reliable, safe and virtually interference free radio -based transmission of reading data from underground or inside -set meters that are equipped with Meter Transceiver Units (MXU). A choice of meter reading options is available. A radio frequency hand -held device (RF -HHD) can be used by a meter reader on foot. The RF -HHD can also be used to collect readings from TouchRead equipped meters, or for manual meter reading entries. A more powerful Vehicle Transceiver Unit (VXU) can be used in any car or truck to read meters while on the move. (A dedicated meter reading vehicle is not required.) For more information refer to bulletins AMR -RR, AMR -301 and AMR -303, and AMR -401. MultiReade Port Expanders —can provide the capability to connect multiple ECR equipped meters to a single PhonRead MIU or RadioRead MXU to save the utility time and money for installations such as apartment complexes and shopping centers. Refer to bulletin AMR -305, AMR -306 and AMR -308. P.O. Box 487.450 N. Gallatin Avenue Uniontown, PA 15401 1 -800- METER -IT • 1- 800 - 638 -3748 Fax: Direct to Factory Local: 724 - 439 -7729 • Toll Free: 1-800-888-2403 www.sonsus.com (select 'North America Water) Email: h2oinfo @sensus.com D -847 Page 2 of 2 WWI 30' CALL BEFORE YOU DIG: 1- 800 - 424 -5555 EXISTING P POWER VAULT (PV) LUMINAIRE (LUM.) YARD LIGHT POWER METER (PM) -0- POWER POLE ® JUNCTION BOX (AS NOTED) o STORM DRAIN CLEANOUT (SDCO) ❑ CATCH BASIN (CB) [ J❑ STORM MANHOLE (SDMH) 0 SANITARY SEWER MANHOLE (SSMH) o SANITARY SEWER CLEANOUT (SSCO) GAS METER (GM) GAS VALVE WATER VALVE (WV) FIRE HYDRANT (FH) WATER METER (WM) IRRIGATION VALVE (IV) EXTRUDED CURB VERTICAL CURB CURB AND GUTTER SURVEY MONUMENT (AS NOTED) LEGEND EB EC VC -w -- ss SD —G . G T(UG) — P(UG) P(oH)— X 0 T CONCRETE WATER UNE SANITARY SEWER UNE STORM DRAINAGE UNE GAS UNE TELEPHONE UNDERGROUND POWER UNDERGROUND POWER OVERHEAD CHAIN UNK FENCE TELEPHONE MANHOLE TELEPHONE RISER (TEL RISER) TELEPHONE VAULT (1V) SIGN (AS NOTED) DIRECTION OF VEHICLE TRAVEL HEDGE SYMBOL HANDICAP SYMBOL PROPOSED W =K2E PROPOSED BUILDING PROPOSED CONCRETE PROPOSED ASPHALT PROPOSED STORM PROPOSED WATER PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED STORM VAULT COVER SHEET FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. BUILDING APPROX. LOCATION OF EXISTING SIJILUING 311 - PROPOSED BUILDING ADDITION • rtLU ==111111 EXISTING BUILDING TO REMAIN ,AIN UQDING LINE III N88'08'01 "W 470.00' SHEET INDEX . C1 COVER SHEET C2 DEMOLITION AND EROSION CONTROL PLAN C3 GRADING AND STORM DRAINAGE PLAN . C4 STORMWATER DETENTION AND WATER QUALITY VAULT SECTIONS AND DETAILS C5 WATER MAIN IMPROVEMENT PLAN C6 DEMOLITION AND EROSION CONTROL NOTES AND DETAILS C7 CONSTRUCTION NOTES AND DETAILS 1 of 1 TOPOGRAPHIC SURVEY VICINITY MAP NTS 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: 11‘/10 APPROVED. AUG 0 5 2010 City of Tukwila PUBLIC Works PROJECT INFORMATION TAX ACCOUNT NUMBER 352304 -9072 CURRENT OWNER NATIONAL BEVERAGE CORPORATION LAND USE GOVERNING JURISDICTION CITY OF TUKWILA REVISED PER NEW SITE PLAN COVER SHEET n. Y 0 0 N 0 0 0 0 z U z — z 0 r R < cc cc W Q , O � O z a� � J c < ♦_♦^ V, REVIEWED Far CODE APPROVFO SEP 0 7 7010 City of Tukwila BUILDING OIVI.SInn, NOTE 1. UTILITIES ARE SHOWN PER SURFACE OBSERVATIONS ONLY. • 2. THIS MAP IN NO WAY REPRESENTS A BOUNDARY SURVEY. BOUNDARIES SHOWN ARE FOR GRAPHICAL PURPOSES ONLY. SURVEY INFORMATION PROCEDURE / NARRATIVE A FIELD TRAVERSE USING A "TOPCON GR3" GPS ROVER AND BASE, AND "TRIMBLE TSC2" DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. A " TOPCON GR3" GPS ROVER AND BASE WAS USED TO CHECK AND ESTABLISH THE ELEVATION OF BENCHMARKS AND CONTROL POINTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332 - 130 -090. DATES OF SURVEYS FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED APRIL 2010. HORIZONTAL DATUM - BASIS OF BEARINGS NAD83 /CORS PER WASHINGTON STATE REFERENCE NETWORK. VERTICAL DATUM - NAVD88 PROJECT BENCHMARK WSDOT MONUMENT ID 136. WSDOT 136 IS A BRASS DISK ON OVERPASS OF SOUTH 178TH STREET OVER INTERSTATE 5 NAVD88 ELEV. = 286.49 FEET (0-' 147'2, UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1- 800 - 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. RECEIVED JUN 2 2 2010 PERMITCENTER 0 0 0 0 all 0 c rn .6 0 0 0 a 0 0 a) L 0 •0 0 Date 5/21 /10 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 0 W X z W Q O N CN0 Z 00 N I I co Lu z z 0 0 z it w z2 w J z o f= w 0 ce w J w' z 0 ce z w 0 Tom 0 J 0 0 w X 1 0 11 0 0 Date /Time:6 /21 /2010 9:51 File:P: \14000s \14770 \engineering \14770 —o.dwg 0 15 = 30' 30 60 CALL BEFORE YOU DIG: 1 -800- 424 -5555 CONSTRUCTION SEQUENCE 1. PRIOR TO CONSTRUCTION, OBTAIN ALL APPLICABLE DEMOLITION AND CONSTRUCTION PERMITS. 2. SCHEDULE AND ATTEND PRE - CONSTRUCTION MEETING WITH CITY OF TUKWILA INSPECTOR, GREG VILLANUEVA (206) 433 -0179. 3. LOCATE EXISTING UTILITIES AND INITIATE COORDINATION WITH APPROPRIATE UTILITY AGENCIES. 4. FLAG ALL CLEARING AND GRADING LIMITS FOR PROJECT AS SHOWN ON THE PLANS. 5. CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE AS SHOWN ON PLANS. 6. INSTALL TEMPORARY CATCH BASIN INLET PROTECTION AS SHOWN ON PLANS. 7. INSTALL TEMPORARY FILTER FABRIC FENCE AS SHOWN ON PLANS. 8. 9. 10. 13. CONSTRUCT SEDIMENT TRAP UNTIL WET /DETENTION VAULT CAN BE USED FOR SEDIMENT RETENTION. CONSTRUCT INTERCEPTOR DITCHES /DIKES AND ROCK CHECK DAMS WHERE SHOWN ON PLANS. CONSTRUCT WET /DETENTION VAULT TO ACT AS SEDIMENT TRAP. A TIME LIMIT APPLIES TO ANY WORK PERFORMED IN THE CITY OF 11.' TUKWILA R.O.W. CONTRACTOR TO COORDINATE WITH CITY OFFICIAL FOR TIMING OF ANY CONSTRUCTION WITHIN R.O.W. 12. PROTECT ALL PROPERTIES ADJACENT TO THE PROJECT FROM SEDIMENT DEPOSITION. NO RUNOFF IS TO LEAVE SITE WITHOUT TREATMENT. 14. CLEAR AND GRADE SITE AND AMEND E.S.C. FACILITIES AS REQUIRED. WHEREVER CONSTRUCTION VEHICLES ACCESS ROUTE CROSSES PAVED ROADS, CARE MUST BE MAKE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD. IF SEDIMENT IS 15. TRANSPORTED ONTO PAVED SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. WITH EACH LAYER OF FILL MATERIAL, INTERCEPTOR DITCHES AND 16. T.E.S.C. FACILITIES MUSH BE GRADED AND MAINTAINED TO PROVIDE POSITIVE SLOPE FOR DRAINAGE TO DISCHARGE POINT. ALL DISTURBED AREAS AND EXISTING DITCHES WHICH HAVE BEEN EFFECTED BY GRADING OPERATION SHALL BE HYDROSEEDED UPON 17. COMPLETION OF GRADING ACTIVITIES AND IN ACCORDANCE WITH GRADING AND TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES. CONTINUOUS MAINTENANCE AND UPGRADE OF T.E.S.C. MEASURES, 18. INCLUDING DUST CONTROL, SHALL BE PROVIDED AFTER FILL OPERATIONS ARE COMPLETED. MAINTAIN E.S.C. FACILITIES UNTIL ALL RISK OF EROSION /SEDIMENTATION DRAINAGE HAS PASSED AND PERMANENT STORM DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONAL. DO NOT CONVEY SEDIMENT -LADEN WATER INTO STORM DRAINAGE SYSTEM. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES CAN BE REMOVED ONLY UPON FINAL SITE STABILIZATION AND APPROVAL FROM THE CITY. ESTIMATED CUT /FILL = 950 C.Y. LEGEND: EX. ASPHALT TO BE REMOVED CLEARING LIMITS TEMPORARY SILT FENCE TEMPORARY 'V" DITCH ROCK CHECK DAM / RIPRAP PAD CATCH BASIN INLET PROTECTION EXISTING SPOT ELEVATION DEMOLITION AND EROSION CONTROL PLAN FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. CATCH BASIN RIM = 24.71 8" CONC N = 23.16 8" CONC E = 22.91 EX. BUILDING APPROX. LOCATION OF EXISTING BUILDING EX. CATCH BASIN - RIM = 24.34 8" CONC E = 22.24 NO PIPE TO W. FOUND) (TYP.) 1 1N PARK IC STAL'..S APPROX. LOCATION F- Y'RANT TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE SEE DETAIL SHEET C6 OVERFLOW EL =25.0 IE =23.0 STREET LIGHT J -BOX- x 25. J -BOX WATER - VALVE 23.37 Atv '.3•u:" *..'3.1.8 WATER VALVE x 25.1 CATCH BASIN INSERT PER DETAIL SHEET C6 (TYP.) EX. CATC RIM = 8 " CONC W -- EX. 1 ASIN ,3.83 2.22 is CONC 1# ALL 84 x 25.28 x 25.95 x 27.86 x 27.29 FIELD LOCATE EX. 18" CONCRETE PIPE. INSTALL NEW 54" SDMH #1 OVER EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR DISCHARGE OF NEW VAULT. -- CAS RIM =24.5± (MATCH EX. GRADE) VALVE IE =19.4 (FIELD VERIFY) x 25.47 STALL TEMPORARY '- • m. -_.. :_F LTE _...' =RI M NCE PER DETAIL INSTALL TEMPORARY INTERCEPTOR biteH W/ ROCK CHECK DAMS PER DETAIL SHEET C6 x 29.88 x 29.40 x 29.21 INSTALL. TEMPORARY SEDIMENT TRAP TOP EL =26.0 BOTTOM POND =22.5 x 29.63 23 3.92 EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N = 16.49 12" PIPE 5 = 16.53 8" PIPE E = 16.53 8" PIPE W -= 16.53 (PIPES PVC OR Q.I.) STREET LIGHT 532J -BOX • EX. FIRE HYDRANT A ER VALVE - CATCH BASIN INSERT PER DETAIL SHEET C6 (TYP.) x 29.55 x 29.64 PROPOS x 29.64 x 30.27 30.36 x 30.30 x 30.26 EX. CATCH BASIN • E RIM '= 24. 31 12" CONC E .:0.41 (DO ..S N01 CONNECT TO CATCH l+BPISIN D) YI z -.x z x 30.62 - OVERHEAD SPRINKLER ON BLDG GATE 3.5 x 30.38 x 30.33 WOOD STEPS Ti p BE REMOVED EX. CATCH BA51N RIM = 24.61 6" D.I. E = 23.31 5.29 25.22 EX. OVERHEAD SPRINKLERS TO BE REMOVED EX. 8" PIPE TO BE REMOVED AND EX. ROOF DRAIN COLLECTION SYSTEM SHALL BE RECONNECTED TO NEW STORM AS SHOWN ON THE GRADING AND STORM DRAINAGE PLAN. E.X. CATCH B RIM = 18" CONC N = 25.87 18 " CONC S= 1 12" CONC W = N F 25 .90 .05 .05 x246' BUILDING CANOPY EXISTING BUILDING TO REMAIN FF EL =30.0 - EX. STORM MANHOLE EX, CATCH BASIN D RIM = 22.71 18" CONC E = 19.27 18 " CONC W= 19.33 EX. CATCH BASIN C RIM = 22.74 18" CONC E = • 19.37 18" CONC W = 19.37 (DOES NOT CONNECT TO CATCH BASIN E) GAS VALVE WATER 3.T2 VALVE c:• W .47 GAS VALVE TEI._r PHONE�0 MANHOLE "? CLEARING LIMITS (TYP.) EX. SEWER MANHOLE A RIM. = 2.5.39 12 " PIPE N= 18.16 12 " PIPE 5= 18.20 8" PIPE E = 18.20 8 " PIPE W =.18.20 (PIPES PVC OR D.I.) EX. SDCVA EX. CATCH BASIN N88'08'01 "W 470.00' EX. FIRE HYDRANT EX. SEWER MANHOLE A RIM = 25.39 12" PIPE N = 18.16 12" PIPE 5 = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.I.) REVIEWED r FOR fVED CODE COMPLIANCE SEP 0 7 2010 ity of Tukwila BUILDING DIVIRI(IU c 0 .65 REVISED PER NEW SITE PLAN a a Y 0 0 co m 0 0 z APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works RECEIVED JUN 2 2 2010 PERMIT CENTER Z C Z CO O cn cc cc < 0 w a CC m Z a Z ca Z = O co ibO w Z SHASTA BEVERAGES, 9) U v z THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: -ow rn .9) 0 ' 18215 72ND AVENUE SOUTH .0 c 3 2 0 Date 5/21f1 0 O N CO rn CO CO N N LO L0 Cs, CN1 Y NI" Job Number 0 44- a 4) N 0 x 0 0 LA- W X 0 I1 0 7;10 0) N 0 • 0 N co E 0 Fi I e: P:\ 14000s\ 14770 \ engineering \ 1 4770—e. d wg 1" = 30' 15 30 le•v.•1169 60 Joia ,A,`?Vg ...Z.);;Cc473Spk.4:41., CALL BEFORE YOU DIG: 1-800-424-5555 GRADING AND STORM DRAINAGE PLAN FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. FENCE TO BE REPLACED WITH NEW FENCE AND MAN GATE TO PROVIDE ACCESS TO EXISTING FIRE HYDRANT. NEW EXTENDED CAST-IN-PLACE CONCRETE CURB ALONG NORTH EDGE OF PAVEMENT. APPROX. LOCATION OF EXISTING BUILDING EX BUILDING NEW UNDERGROUND STORM DRAINAGE DETENTION AND WATER QUALITY VAULT 108' x 20' WIDE SEE DETAIL ON SHEET C4 MAX. W.S. EL=23.0 STATIC W.S. EL=20.0 BOTTOM VAULT EL=15.15 FINISH GRADE EL=26.0± STREET LIGHT J- BOX WATER VALVE 3. 23.37 J -BOX - ' 301 R.O. \N 03 #1, 1Y11,E 1 lE=2? .83 EX. CATCH BAS N RIM = 24.71 8" CONC N 8" CONC E 23,16 22.91 APPROX. LOCATION Y RANT EX. CATCH BASIN RIM = 24.34 •8" CONC E = 22.24 NO PIPE TO W. EdUND) CB #2, TYPE 1 • RI =27.000 I:=22 00 26 PAR STAL S N 4 WID MN GTE EX. 8" SD EX. CATCH RIM = 8" CONC W = BASIN 23.83 2.22 CONC ALL 'T LS NCE 0 w 3.84 28.0 H.P. 219 LF 8" PVC ROOF DRAIN 1.0% 9 LF 12" PVC ROOF DRAIN 74 LF 6" PVC ROOF DRAIN 0.50% MIN. 108 LF 12" CPEP 1.07% STEPS PER ARCHITECTURAL PLANS 7 30.0 EXTRUDED CONCRETE CURB Ili/ CB #4, TYPE 2-48" (W/ SOLID LID) RIM=26.50 lE=20.00 3.92 WATER VALVE GAS VALVE EX. SEWER MANHOLE A RIM = 23.62 - 12" PIPE N = 16.49 12" PIPE S = 16.53 8" PIPE E = 16.53 8" PIPE W = 1 6.53 (PIPES PVC OR Dd.) STREET LIGHT J-BOX EX. FIRE HYDRANT ATER VALVE EX. RIM 12" (DO TO EX. STORM MANHOLE: - EX. CATCH BASIN D RIM = 22.71 18" CONC E = 19.27 18" CONC W .= 19.33 SIN D) PLANTER OVERHEAD SPRINKLER ON BLDG S IRE LJ 5.29 125.22 EX, CATCH BASIN RIM = 24.61 6" D.I. = 23.31 •JII=4 01111 Joax.w ' • 23 24.25 EX. 8" C.I. ROOF DRAIN PIPE TO BE REMOVED AND REPLACED WITH NEW ROOF DRAIN SIZED TO HANDLE RUNOFF FROM PORTIONS OF BOTH BUILDINGS. EX. ROOF AREA ROUTED THRU VAULT EX. CATCH BASIN C RIM = 22.74 18" CONC E = 19.37 18" CONC W = 19.37 (DOES NOT CONNECT CATCH BASIN E) GAS FIELD LOCATE EX. 18" CONCRETE PIPE. VALVE INSTALL NEW 54" SDMH #1 OVER • WATER 312 VALVE CONNECT ROOF DOWNSPOUTS TO NEW 12" PVC WHICH DISCHARGES AT CB #4. EX. SD TO BE ABANDONED SAWCUT AND MATCH NEW A.C. TO EXISTING GRADE EX. CATCH BASIN F RIM = 24.25 18" CONC N = 19.90 8" CONC S = 20.05 12" CONC W 20.05 C f D EX. CATCH RIM = 18" CONC N = 15" CONC S = SIN 23.79 20.38 20.44 EX. ROOF LINE r . EXISTING BUILDING TO REMAIN FF EL-30.0 4.4 GAS VALVE •ct- j•- TELEPHONE b MANHOLE n • g.)1 X._ 8" EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR DISCHARGE OF NEW VAULT. RIM=24.5± (MATCH EX. GRADE) lE=19.4 (FIELD VERIFY) REVIEWED FOR CODE COMPLIANCE 4PDQOVED sH-; 0 7 2 010 City of Tukwila BUILDING DIVISION EX, SEWER MANHOLE A • RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.I.) MAIN BUILDING LINE EX. SDCVA EX. CATCH BASIN N8808'01 "W 470.00' 30' R.O.W. EX. FIRE HYDRANT EX. SEWER MANHOLE A RIM • = 25.39 12" PIPE N = 18,16 12" PIPE 5 = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR DJ.) APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works REVISED PER NEW SITE PLAN 0 z z cfi 0 CC WE < 2 cr cc cc 0 w 0 u_ z co _e 0 -J co < CO Z cl) CC 8) 0 0 U) •++ 0 C c • 8) 0 Date 5/21 /10 t) to-ft up RECEIVED JUN 22 2010 PERMIT CENTER THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 0 w z L.L1 z N N N 03 03 I LI) it7 c•••1 (NI w(1) c_6" 0 z ce ZLLJ z w z- 0 5 z 0 z 0 z w w z LLJ -J 0 a) 8) 0 4- 0 LLI X I 0 0 9) 0 File:P: \14000s \14770 \engineering \14770— gm.dwg Date /Time:6 /21 /2010 BOTTOM OF VAULT STORMWATER DETENTION AND WATER QUALITY VAULT SECTIONS AND DETAILS FOR SHASTA BEVERAGES, INC. BUILDING AD 1 ITION 15.15 BOTTOM OF VAULT •, .' • ° v .' a 4 o a d' •d . q. a ° Q 24" DIAMETER (TYP.) LE ACCESS i4 ,4 .4 0 I .♦�♦♦♦♦ . I ��*Am* * \ ■ AL A . 14.65 15.15 15.15 5'x10' REMOVABLE GRATE BOTTOM OF VAULT CELL 2 BOTTOM OF VAULT / CELL 1 _ _ _ _ \13.94 A 14.11 R EMOVABLE PANEL MADE OF STAINLESS STEEL, WOOD, r FIBERGLASS OR PLASTIC O •; d 5'x10' REMOVABLE GRATE d 15.15 .♦♦♦♦♦♦.••• �.�♦.♦♦. ∎♦♦♦♦ *♦44 BOTTOM OF VAULT BOTTOM OF VAULT 41' 76' 32' 108' // 0 • • d 4 'a. a 4 n: PLAN VIEW SCALE: 1 " =5' 5'x10' REMOVABLE GRATE REVIEWED FOR CODE COMPLIANCE paaMnvED SEP 0 7 WO City BUILDING oiviSinn� City of Tukwila BUILDING DIVISInw APPROXIMATE PROPOSED GRADE \%\ / \,l / \% \ %\ % \` % \l \ \ / \\ /\ /\/\\/ �\\/\/\/\\/\\%\\/\\\/\\ ��\\ \ �� \�� \����� �������\ A\`� va 41, v 15.15 BOTTOM OF VAULT 12" DIAMETER VENT (TYP.) ALL FOUR CORNERS APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works d. e c 4 9 Qd O 0 • . d. . 4 o- V d • 4 w d O. O e .. < d . Q• • • • o • 12" OUT IE =20.0 MAX. W.S. EL =23.0 v CELL 2 STATIC W.S. EL =20.0 p BOTTOM OF WALL EL =15.15 TOP OF SEDIMENT EL =15.9 p TOP OF BAFFLE EL =21.35 BOTTOM OF BAFFLE EL =16.65 14.65 CELL 1 12" IN EL =18.0 15.15 BOTTOM OF VAULT SECTION B -B SCALE: 1 " =5' H 1 " =2' V PAVED ROAD SURFACE BOTTOM OF LID ELEVATION =23.5 MAX WS EL =23.0 4" ELBOW IE =22.30 ORIFICE = 27/32" DIA. 12" MIN 2" MIN 4" VAULT ACCESS LID RISER REMOVABLE WATER -TIGHT COUPLING OF FLANGE PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED ELBOW DETAIL FIELD VERIFY LOCATION FOR ATTACHMENT OF SHEAR GATE HANDLE TO WALL OF VAULT CLEANOUT SHEARGATE HANDLE TO BE HUNG FROM LADDER FOR EASIER ACCESS 12" MIN. PIPE SUPPORTS: 3 "x0.090 GAGE BOLTED OR IMBEDDED 2" IN WALL MAX. 3' -0" SPACING (MIN. ONE SUPPORT) CLEANOUT GATE: 8 "DIA. SHEAR GATE IE =20.0 IE =20.0 12" CMP STANDPIPE FLOW RESTRICTOR RISER RESTRICTOR PLATE WITH ORIFICE DIA. = 2 17/32" NOT TO SCALE BOTTOM OF VAULT EL =15.15 APPROXIMATE PROPOSED GRADE \ / \ / \ / \ / \/ // /X/° • Q d - • d .° • • .d v / / / / /\/\ /\ MAX. W.S. EL =23.0 Q STATIC W.S. EL =20.0 p TOP OF SEDIMENT EL =15,9 p EL. VARIES 0.5' SECTION A -A SCALE: 1 " =5' H 1 " =2' V BOTTOM OF LID EL =23.5 BOTTOM OF WALL EL =15.15 RECEIVED JUN 2 2 2010 PERMIT CENTER REVISED PER 0. 0. Y 0 x a a m>" 0 1 0 z J 0 CC I.LI O I- z I.I.J 0 CC E- Q CC O CO "Eros iLl O 0 0 z SHASTA BEVERAGES, z O E- 0 0 QR z 0 J m 0 ..... 0 N III V) O x z c 0 c c On co 8 U .2 0 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 18215 72ND AVENUE SOUTH 0 U Z Z � Z W z z w -o zix z ww z- w- J � Uc/) 1 N X J O w CC XI 0 11 0 1 750 Date /Time:6/21/2010 11:45 AM 0 0 r 0 0 0 15 = 30' 30 60 A 14. CALL BEFORE YOU DIG: 1- 800 - 424 -5555 ■ WITHIN 50' OF HYDRANT TO BUILDING -r COMPACTED FOUNDATION GRAVEL UNDER VAULT 6' MIN NOTES: SIDE VIEW 1. DESIGN FOR 4" THRU 10" DDCV. NOT TO SCALE • City of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT SHEET: WS -15 1 OF 2. REVISION #1: 08.03 APPROVAL: B. SHELTON MATERIAL LISTING: 1. 3/4" SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.S.H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10", 8 °, 6" OR 4" COUPLING ADAPTER, FL. 9. 10", 8 ", 6" OR 4" FL'PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 11. 10 ", 8 ", 6" OR 4" GATE VALVE FL *MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6" D.I. CLASS 52 PIPE FL "FL. 15. 4' OR 6" 90° BEND FL. 16. 4" OR 6" D.I. CLASS 52 PIPE, FL *FL. 17. 6" 90° BEND, FL 18. UL LISTED 5" STORTZ CONNECTION WITH 30° OR 45° ELBOW. 19. 6' D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE ' THREADED P.E. 20. 6" 90° BEND FL. 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1. BACKFLOW PREVENTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE 4 ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S.H.A. 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS. SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI/AWWA C110/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.G. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO 30° OR 45° ELBOWS. 13. ALL UNDERGROUND PIPING TO BE INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A CERTIFIED TESTER AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. NOT TO SCALE cry of Tukwila CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE AND VAULT SHEET: WS -15 2 OF 2 REVISION IN: 08.03 1 LAST REVISION: 08.04 APPROVAL: B. SHELTON WATER CONNECTION PLAN FOR SHASTA BEVERAGES, INC. BUILDING ADDITION 1 EX. CATCH BASIN RIM = 24.71 1 / 8" CONC N . = 23.16 " CONC E = 22.91 14.64 26 PAR !NGSTA EX,_EE LCE_ _- EX. BUILDING APPROX. LOCATION OF EXISTING BUILDING APPROX. LOCATION OF EX. HYDRANT EX. CATCH BASIN RIM = 24.34 1 8" CONC E = 22.24 NO PIPE -f•0 W. FOUND) EX. SD EX. CATCH BASIN - RIM -- 23.83 8" CONC W .- 22.22 STREET - LIGHT J -BOX J- BOX 23.37 E TO CEDE 23.83 CONC ALL P.ARKU C STALLS 41 PARKING STA WATER VALVE T 1 0) 3.t8 3.84 GAS VALVE X. FENCE, CONTRACTOR SHALL CONSTRUCT A 4' MAN GATE IN THE NEW FENCE TO PROVIDE FIRE DEPARTMENT ACCESS TO THE EXISTING FIRE HYDRANT. A KNOX BOX SHALL BE PROVIDED IF THE GATE IS TO BE LOCKED. r,. 1. I4 I 3.1 23.92 23 3.52 WATER R VALVE EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N = 16.49 12" PIPE S = 16.53 8" PIPE. E = 16.53 8" PIPE W- 16.53 (PIPES PVC OR D.I. STREET LIGHT -BOX EX. FIRE HYDRANT WATER VALVE s PROPOSED BUILDING ADDITION FF EL =30.0 1.. 1 1 r• 1. EX. ATCH RIM 24. 12" CONC (DQ. S NO TO ,ATCH E 041 CON ECT BASIN I D) OVERHEAD SPRINKLER ON BLDG OVERHEAD SPRINKLER ON BLDG GATE R t • EX. STORM MANHOLE EX. CATCH BASIN D RIM = 22.71 18" CONC E = 19.27 18" CONC W = 19.33 EX. CATCH BASIN G RIM = 22.74 18" CONC E = 19.37 18 " CONC W= 19.37 (DOES NOT CONNECT TO CATCH BASIN E) - GAS VALVE WATER • VALVE 23 aIIII = IIIIII 24.25 25.87 EX. CATCH BASIN F 18" RIM = 24.25 18 CONC N = 19.90 • 18 " CONC 5 =20.05 12" CONC WT 20.05 w 23.79 EX. CATCH 13 RIM - 18" CONC N 15" CONC S SIN G 23.79 20.38 20.44 EXISTING BUILDING TO REMAIN FF EL =30.0 GAS VALVE 6 TELEPHONE MANHOLE Ir ) FAIN BLJILDING LINE EX. CATCH BASIN EX. 8" EX. SEWER MANHOLE A RIi=25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.L) -W EX. SDCVA EX. FDC N88'08'01 "W 490.00' CONTRACTOR TO COORDINATE WITH CITY WATER DEPARTMENT AND FIRE MARSHALL TO REMOVE EXISTING SINGLE CHECK VALVE ASSEMBLY AND REPLACE WITH NEW 8" DCVA PER DETAIL. EX: FIRE HYDRANT EX. SEWER MANHOLE A RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W= 18.20 (PIPES PVC OR D.I.) APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works NOTE: (i"`"P4 16 c4, '3 4 0 ec REVISED PER NEW SITE PLAN L a a Y 0 0 0 0 1 O z r- . z_ � m z 0 W rr O z 0 zu-'wZ O m - O a W c a cD < 1 v♦ 1. CONTRACTOR SHALL PROVIDE A NEW RPBA ON • THE DOWNSTREAM SIDE OF THE EXISTING DOMESTIC WATER METER PER CURRENT CITY STANDARDS. 2. PROPOSED BUILDING ADDITION SEWER SERVICE WILL BE PROVIDED FROM EXISTING BUILDING. (�- - REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 7 2010 City of Tukwila BUILDING DIV1,4Innl RECEIVED JUN 2 2 2010 PERMIT CENTER co 0 < z W vi Q O Na a c W EL j W CO 0 co z ca N Tom' L 11) U in 0 0 N .c 0 0 M • 0 z v 9) c rn 4) 0 c 0 0 0 a a Date 5/21 /10 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: X N ONO CN CO 00 I I LO LC) LC) LC) cN 0 Z 0 0 EZ w z z w J U w U W N J z w z 0 tX Z w 0 z_ Job Number 0 ‘st 0 0 4 x J 0 0 li w x 0 11 0 1 File:P: \14000s \14770 \ engineering \14770— sw.dwg Date /Time:6 /21 /2010 GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROL, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. 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. C. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8 DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. . 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. E. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE 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 WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL. 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. INLET (CENTERED IN C.B.) HANDLING STRAP DEMOLITION AND EROSION CONTROL NOTES AND DETAILS FOR SHASTA BEVERAGES, INC. BUILDING ADDITION OVERFLOW PROTECTION INSERT SHALL BE DIRTRAP, ULTRA DRAINGUARD OR APPROVED EQUAL SKIRT HANDLING STRAP SEDIMENT COLLECTION EROSION CONTROL CATCH BASIN INSERT NOT TO SCALE MATERIALS OF CONSTRUCTION FABRIC: APPARENT OPENING SIZE (AOS): GRAB TENSILE STRENGTH: PUNCTURE STRENGTH: MULLEN BURST: TRAPEZOIDAL TEAR: WATER FLOW RATE: PERMEABILITY: DIMENSIONS: SKIRT: SOCK FILTER /SEPARATOR: DISPOSAL REQUIREMENTS: NEEDLE PUNCHED NON -WOVEN GEOTEXTILE MATERIAL. FABRIC IS RESISTANT TO ULTRAVIOLET AND BIOLOGICAL DEGREDATION AND A BROAD RANGE OF CHEMICALS. 80 US STANDARD SIEVE (0.180 MM) 200 LBS 130 LBS 400 PSI 85 LBS 110 GPM /FT2 0.38 CM /SECOND 24 "x36" 10 "Dx24 "L CONSULT FEDERAL, STATE, AND LOCAL REGULATIONS FOR DISPOSAL OF INSERTS 2 "x2 "x14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED FILTER FABRIC MATERIAL MIN. 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTATCH FABRIC TO POST 2 "x2 "x14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED ' • 4.' , • O • -4.. ♦� - -- I„ III_„_ u_r_ i- rIkTIII�,- III���- ���- ��Iil�lll�lll1 1���ATT_ MIN. 4 "x4" TRENCH 6' MAX (POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED) 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT i -u NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE FILTER FABRIC FENCE z CV NOT TO SCALE NOTES: 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING & CLEANING THE APPROACH ON A REGULAR BASIS. 2. IF DIRECTED BY THE COUNTY ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. • 12" F\ 4 " -6" QUARRY SPALLS TEMPORARY CONSTRUCTION ENTRANCE NOT TO SCALE LUTLET OVERFLOW EL =25.0 PLAN WELD ALL AROUND IE =23.0 4'X4' CONC. PAD 24" 0 CMP PERFORATED STANDPIPE 0 " -10 ", 31' -50' (TIP) 24" 0 CMP PERF. STANDPIPE 1" 0, TIP. AT 10" 0 -C 10 PER ROW TOTAL 40 PERF. ' - 2 " -4" WASHED ROCK GRAVEL CONE 4' -0" X 4' -0" 1 4,, CONC. PAD ELEVATION L TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE REVIEWEPPLA FOR CODE c R�►u�� AP SEP 0 7 2010 City of Tukwila BUILDING DIVISION POND BOTTOM =22.5 6" DEAD STORAGE FOR SEDIMENTATION TRAP NOT TO SCALE DEMOLITION NOTES: 1. ALL PAVEMENTS, CURBS, GROUND COVER, UTILITIES, ETC. INSIDE DEMOLITION LIMITS SHALL BE REMOVED UNLESS OTHERWISE SHOWN ON THE PLANS. CONTRACTOR SHALL CAP /PLUG ALL UTILITIES WHICH ARE TO BE ABANDONED OR REMOVED. 2. CONTRACTOR SHALL ASSURE THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED AND NECESSARY PRECONSTRUCTION MEETINGS HELD PRIOR TO COMMENCING WORK. 3. CONTRACTOR SHALL HAVE ALL EXISTING UTILITIES WITHIN PROXIMITY OF WORK AREA LOCATED PRIOR TO WORK. 4. CONTRACTOR SHALL PROTECT AND PRESERVE ALL IMPROVEMENTS ALONG THE PERIMETER OF THE WORK AREA. ANY DAMAGED IMPROVEMENTS SHALL BE REPAIRED /REPLACED AT CONTRACTORS EXPENSE. 5. DEWATERING OF TRENCHES MAY BE NECESSARY. CONTRACTOR SHALL DISPOSE OF ANY PUMPED WATER IN A MANNER DEEMED ACCEPTABLE BY THE CITY. TEMPORARY "Vw DITCH NOT TO SCALE Lq 3' 3' SWALE FLOWLINE ROCK CHECK DAM KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X- SECTION AT ROCK CHECK DAM KEY ROCK INTO SWALE MIN. 0.25' 0 Igo ROCK DAM X- SECTION ROCK CHECK DAM DETAILS APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works SUMP BEHIND ROCK CHECK DAM. SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. NOT TO SCALE btOt(c2 - a 0 x 0 0 0 0 0 0 z U z SHASTA BEVERAGES, z 0 - 0 ♦a z 5 m RECEIVED JUN 2 2 2010 PERMIT CENTER cn U < Z W a NL a C CC <a J W CO Z � N r L 0 M o Ito C C 0 0 0 0 0 O. Date 5/21/10 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 18215 72ND AVENUE SOUTH CV N) O 00 0) X N N CO C0 CO N N N- N CD X 0 J 0 11 0 0 0 U V) rn N 0 0 N N 0 E N 'D I cn 0 N N 0 0 0 n 0 0 0 (1) .0 SWALE SLOPE CHECK DAM SPACING 0% - 5% 150' 5% - 10% 100' > 10% 50' 3' 3' SWALE FLOWLINE ROCK CHECK DAM KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X- SECTION AT ROCK CHECK DAM KEY ROCK INTO SWALE MIN. 0.25' 0 Igo ROCK DAM X- SECTION ROCK CHECK DAM DETAILS APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works SUMP BEHIND ROCK CHECK DAM. SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. NOT TO SCALE btOt(c2 - a 0 x 0 0 0 0 0 0 z U z SHASTA BEVERAGES, z 0 - 0 ♦a z 5 m RECEIVED JUN 2 2 2010 PERMIT CENTER cn U < Z W a NL a C CC <a J W CO Z � N r L 0 M o Ito C C 0 0 0 0 0 O. Date 5/21/10 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 18215 72ND AVENUE SOUTH CV N) O 00 0) X N N CO C0 CO N N N- N CD X 0 J 0 11 0 0 0 U V) rn N 0 0 N N 0 E N 'D I cn 0 N N 0 0 0 n 0 0 0 (1) .0 CITY OF TUKWILA WATER GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994. EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS . SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NO SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE WATER MAIN DISTRIBUTION SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE CITY OF TUKWILA ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 7. CONNECTIONS TO EXISTING FACILITIES SHALL BE SEALED OFF UNTIL CONSTRUCTION IS COMPLETED. NO CONNECTIONS WILL BE ALLOWED UNTIL THE NEW WATER MAINS HAVE PASSED ALL PRESSURE AND PURITY TESTS. 8. WATER MAIN PIPE, BEDDING, AND TRENCH COMPACTION: A. ALL WATER MAIN PIPE TO BE CEMENT LINED, CLASS 52 DUCTILE IRON, CONFORMING TO A.N.S.I SPECIFICATIONS A -21.51 ( A.W.W.A. C151 -76), OR LATEST REVISION. CEMENT MORTAR LINING AND SEAL COATING SHALL. CONFORM TO A.N.S.I. A- 21.4 -74 (A.W.W.A C104 -74), OR LATEST REVISION. B. PIPE JOINTS TO BE PUSHED -ON, MECHANICAL OR FLANGE JOINTS. C. ALL WATER MAIN PIPE FITTINGS TO BE CEMENT LINED, CLASS 250 CAST IRON, CONFORMING TO A.N.S.I. A -21.10 AND A- 021.11 -77, OR LATEST REVISION. D. ALL WATER MAIN PIPE BEDDING TO BE A.P.W.A CLASS "C ". E. ALL WATER MAIN CEMENT CONCRETE THRUST BLOCKS TO CONFORM TO STANDARD DETAILS SHOWN ON THE PLANS. F. ALL WATER MAIN TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 92% DRY OPTIMUM DENSITY PER A.S.T.M. D- 1557 -70 (MODIFIED PROCTOR) PRIOR TO TESTING WATER MAINS FOR ACCEPTANCE. 9. ALL WATER MAIN PIPE 10" AND SMALLER TO MAINTAIN A MINIMUM COVER AT 36 INCHES BELOW FINISHED GRADE. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED TO CLEAR. 10. ALL WATER MAINS SHALL BE PRESSURE TESTED AND DISINFECTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE WASHINGTON STATE HEALTH DEPARTMENT AND CITY OF TUKWILA STANDARDS. ALL INSPECTION AND PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF, AND UNDER THE SUPERVISION OF, THE CITY ENGINEER AND /OR HIS REPRESENTATIVE. 11. CONTRACTOR TO PROVIDE PLUGS AND /OR TEMPORARY BLOW -OFF ASSEMBLIES FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE IN. 12. FIRE HYDRANTS: A. ALL FIRE HYDRANTS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD PLAN NOS. W -3, W -4, W -5, AND W -6. B. ALL FIRE HYDRANT PORTS SHALL FACE PERPENDICULAR TO CURB AND TOWARD DRIVEWAY AS SHOWN ON THE PLANS. 13. DOMESTIC WATER SERVICES: A. ALL DOMESTIC WATER SERVICE LINES TO BE TYPE "K" COPPER, STANDARD GALVANIZED, STEEL PIPE, OR PVC PIPE. SERVICE CONNECTIONS SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARD PLAN NO. 202 OR NO. 203 (DOUBLE STRAPS AND CORPORATION STOPS). B. METER BOXES TO BE INSTALLED BY THE CONTRACTOR. C. METERS TO BE INSTALLED BY THE CITY OF TUKWILA. 14. BUILDINGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY WATER MAIN. 15. ALL WATER MAINS NOT IN PUBLIC RIGHT -OF -WAY REQUIRE 10 -FOOT WIDE EASEMENTS TO THE CITY OF TUKWILA. 16. ALL FITTINGS SHALL BE CAST IRON OR DUCTILE, WITH FLANGED OR MECHANICAL JOINT CONNECTION, AND BE THE SAME THICKNESS CLASS AS THE PIPE USED. . 17. • LIVE TAPS TO BE COORDINATED WITH CITY AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 18. ALL PIPE FITTINGS TO BE LISTED AND LABELED U.S. FOR FIRE SERVICE; INSTALLED, TESTED AND .FLUSHED AS SPECIFIED BY NFPA• STANDARDS NO. 13 AND NO. 24. PROPERLY COMPLETED CONTRACTOR'S MATERIAL AND TEST CERTIFICATES ARE TO BE PROVIDED TO WASHINGTON SURVEYING AND RATING BUREAU AND THE CITY OF TUKWILA. CONSTRUCTION NOTES AND DETAILS FOR SHASTA BEVERAGES, INC. BUILDING ADDITION CITY OF 'TUKWILA SANITARY SEWER GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION." WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800- 422 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTIUTY CONFLICT EXISTS. 6. THE SANITARY SEWER SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE CITY OF TUKWILA ENGINEERING DEPARTMENT: ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 7. ALL NEW SANITARY SEWER LINES SHALL BE SEALED OFF AT THE EXISTING TRUNK CONNECTION POINT UNTIL ALL UPSTREAM CONSTRUCTION IS COMPLETED, CLEANED, TESTED, LAMPED, AND ACCEPTED BY THE 8. MANHOLES AND LIDS: A. ALL TYPE I - 48 -INCH MANHOLES SHALL BE CONSTRUCTED PER WSDOT /APWA STANDARD DETAIL B -23A, WITH ECCENTRIC CONES. B. ALL MANHOLES SHALL HAVE A MINIMUM DROP OF 0.10 FEET BETWEEN INVERTS. C. ALL MANHOLES NOT IN PAVED AREAS SHALL HAVE LOCKING LIDS. D. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ADJUST ALL MANHOLE TOPS TO MATCH FINAL ASPHALT ELEVATIONS AND GROUND ELEVATIONS IN LANDSCAPED AREAS. 9. SEWER PIPE, BEDDING, AND TRENCH COMPACTION: A. ALL SEWER PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED: 1. P.V.C, CONFORMING TO A.S.T.M. S -3034, SDR 35. 2. DUCTILE IRON, CLASS 50, CONFORMING TO A.W.W.A C151. 3. PIPE MAY BE ANY OF THE ABOVE PROVIDED: A) PIPE JOINTS MUST BE OF THE SAME MATERIALS, AND 8) WHERE A PIPE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAN, THAT MATERIAL MUST BE USED. 4. MINIMUM PIPE COVER AT MANHOLES SHALL BE 8.0 FEET AND 5.0 FEET BETWEEN RUNS. B. PIPE BEDDING SHALL BE A.P.W.A. TYPE "F" WITH MATERIAL CONFORMING TO SECTION 9- 30.7A(2). C. TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 92% DRY OPTIMUM DENSITY PER A.S.T.M D- 1557 -70 (MODIFIED PROCTOR) PRIOR TO TESTING SEWER LINES FOR ACCEPTANCE. 10. SIDE SEWER LATERALS: A. SIDE SEWERS SHALL BE 6 -INCH MINIMUM DIAMETER AT 2.0% MINIMUM SLOPE. B. SIDE SEWERS SHALL BE TESTED FOR LEAKAGE AT THE SAME TIME THE MAIN LINE SEWER IS TESTED. IF NOT TESTED TOGETHER, PROVIDE TEST TEES AT SEWER MAIN CONNECTIONS. C. BUILDINGS WITH GREATER THAN 10 UNIT SHALL BE SERVICED BY ONE OF THE FOLLOWING METHODS: 1. DOUBLE 6 -INCH DIAMETER SERVICES CONNECTED TO TRUCK BY STANDARD TEES OR INTO MANHOLES. 2. SINGLE 8 -INCH DIAMETER SERVICE WITH CLEANOUT, CONNECTED TO TRUNK INTO MANHOLES ONLY. (ALTERNATE CONNECTION METHODS ARE DEPICTED ON PLANS). D. ALL LATERAL CONNECTIONS TO SEWER MAINS SHALL BE MADE WITH A WYE OR SWEEPING TEE. 11. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEM SHALL BE IN ACCORDANCE WITH THE A.P.W.A STANDARD SPECIFICATIONS, SECTION 61 -3.02, 1981 EDITION. 12. WHENEVER SEWERS MUST CROSS UNDER WATER MAIN THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE TOP OF THE SEWER LINE IS AT LEAST 36 INCHES BELOW THE. BOTTOM ON THE WATER MAIN. 13. BUILDINGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY SANITARY SEWER PIPE. 14. PRIOR TO OCCUPANCY, THE DEVELOPER SHALL GRANT 10' WIDE SANITARY SEWER EASEMENTS TO THE CITY OF TUKWILA. 15. CLEANOUTS SHALL BE PROVIDED AT THE RIGHT -OF -WAY LINE FOR LATERALS ENTERING THE PUBLIC RIGHT -OF -WAY. CITY OF TUKWILA STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS ", "DRAINS TO WETLANDS ", OR "DRAINS TO GROUNDWATER ", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. CITY OF TUKWILA STANDARD CONSTRUCTION NOTES: PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. CONTACTS PROJECT MANAGER: NIGEL STARR/FOUSHEE Sc ASSOICATES DESIGN ENGINEER: DAN B/ BARGHAUSEN CONSULTING ENGINEERS OWNER: OTHER: GENERAL 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206 - 433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206 - 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11: ALL SURVEYING FOR PUBLIC. FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY , EASEMENTS, AND ACCESS TRACTS. CONSTRUCTION NOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE 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 THE TRENCH IS LEFT OPEN. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 7 2010 City of Tukwila BUILDING DIVISION EX. GROUND 20' ACCESS ROAD 2% 2% PROPOSED BUILDING F.F. EL =30.0 /, inira!?ifi CAST -IN -PLACE EXTENDED. CONCRETE CURB ACCESS ROAD SECTION A -A NOT TO SCALE 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT 6" COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2 -1/2" ATB 000 oQOO g.)00 �0 0 00000 0 000 o o �O 00 0� 0° O o �0 0007 0 080 ooO ° o 0 on ° 0 o 000 o 00 0o Oo 0 12" SUBGRADE COMPACTED TO 95% TYPICAL PAVEMENT SECTION NOT TO SCALE PROVIDE PVC DRAIN AT PLANTER LOWPOINT " 7" 4" MIN 1" • a •� is • • m ASPHALT PLANTER GRADE PROVIDE DRAIN ROCK AT PIPE END EXTRUDED CONCRETE CURB DETAIL NOT TO SCALE pl0 -1b�- APPROVED AUG 0 5 2010 City of Tukwila PUBLIC Works RECEIVED JUN 2 2 2010 PERMIT CENTER 0 cc REVISED PER NEW SITE PLAN •0 0 x 0 m 0 0 z on -J 1- w z z v) 0 < W co O 0 > z W m z z 0 Q 0 H- ~ 5 am CC z 0 U U Q W Z co Q Q c Ne W CL. W C M < 0 p_ ,Q z cn N T 0 N 0 •c 0 0 U E > THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE. CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 18215 72ND AVENUE SOUTH C`J N) 0 co rn z w C.7 z z 0 z z w w z 0 z w J U Job Number gcr 0 N 0 (1) 0 0 w. X 0 0 • 0 0 Date /Time:6 /21 /2010 11:15 AM 0 0 N c .c a) a) c 01 a) ca 0 h i 0 0 0 LL x 24.77 x 26.22 SEWER MANHOLE A RIM = 23.62 12" PIPE N = 16.49 12" PIPE .S = 16.53 8" PIPE E = 16.53 8" PIPE W = 16.53 (PIPES PVC OR D.I.) CATCH BASIN D RIM = 22.71 18 "CONCE= 19.27 18 "CONCW= 19.33 x 30.15 • \N • x 31.19�^p,on C \\\\\ \ \ \ \ \ \ \ \ 24.27 OVERHEAD SPRINKLER ON BLDG °GATE x 30.91 CATCH BASIN RIM = 24:61 6" D.I.E =23.31 Xref: , 14770BDY.dwg TAX ACCOUNT NUMBER 352304 -9072 CURRENT OWNER NATIONAL BEVERAGE CORP. LAND USE GOVERNING JURISDICTION CITY OF TUKWIIA w w 1- NOTE 1. UTILITIES ARE SHOWN PER SURFACE OBSERVATIONS ONLY. 2. THIS MAP IN NO WAY REPRESENTS A BOUNDARY SURVEY. BOUNDARY PER DRAWING PROVIDED BY CLIENT 9/29/1967. SURVEY INFORMATION II r. 6) 0 U (r) PROCEDURE / NARRATIVE • A FIELD TRAVERSE USING A "TOPCON GR3" GPS ROVER AND BASE, AND "TRIMBLE • TSC2" DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. A "TOPCON GR3" GPS ROVER AND BASE WAS USED TO CHECK AND ESTABLISH THE ELEVATION OF BENCHMARKS AND CONTROL POINTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332 - 130 -090. DATES OF SURVEYS FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, INC.. CONDUCTED APRIL 2010. HORIZONTAL DATUM - BASIS OF BEARINGS NAD83 /CORS PER WASHINGTON STATE REFERENCE .NETWORK. VERTICAL DATUM - NAVD88 PROJECT BENCHMARK WSDOT MONUMENT ID . 136. WSDOT 136 IS A BRASS DISK OVERPASS OF SOUTH 178TH STREET OVER INTERSTATE 5 (NGVD29= NAVD88- 3.52') , NAVD88 ELEV. = 286.49 FEET RECEIVED JUN 222010 PERMIT CENTER TO: SHASTA BEVERAGES, INC.' SEWER MANHOLE ;A RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.0 8" PIPE E =18.20 8" PIPE W 18.20 (PIPES PVC OR D.I.) THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE. SURVEY • UPON WHICH IT IS BASED WERE MADE BY ME OR UNDER MY DIRECTION AND CORRECTLY REFLECTS THE CONDITIONS , OF THIS SITE ' AS OF THE DATE OF THE FIELD SURVEY. I 521 . 2cI0. TREV S. KTREE, P.L. WASHINGTON REGISTRATION NO. 45789 v 0 0 0 0 0 1n O 0 a x -x x------- - -- -- D'- -- -- - -- O�G *elt,r00 i3O, 0 0 <0 1 1T40+6 ►00 EXISTING RAILROAD BALLAST ILITY VAULTS EMPLOYEE OUTDOOR ACTIVITY AREA ,] PROPOSE) BUIL \ ADDTOk ,• = r i► �� '. r ! )<5 Wit• &'t )]I vor„ ,,,,, !,:7,.::,1 wri p%00 $10{°) 1 hli#': ^' g : B „, ,.. intilvalt.1 EQ EQ EXISTING 18” COTTONWOOD TO BE REMOVED ° 3 -MAN 2 -MAN R TREET LIGHT 3 -MAN AND 2 -MAN ROCK EE NOTE #13 EXISTI \G BULDI REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 7 2010 City of Tukwila BUILDING maim EX. ,MONUMENT SIGN 0::,4 J \ )i1 -lii�1 . 111r (��. he`ll ::li1IHOH 0 chili iOHgH • 111„11„111 11..11..111 f:'i�E��il1 �II�III�III�I1 01iI1C0111 1111C11111e, I•, �'IHiliII1 0 '`111111 0� X1111111 OI}U�i14�0 O000 LJ EXISTING LANDSCAPE TO REMAIN WEED AND MULCH ONLY EX. UTILITY VAULT ANDOVER PAR< E LA\JSCAPE PLAN 20 '-0'' PLANT SCHEDUL SYMBOL QTY. BOTANICAL NAME / COMMON NAME SIZE NOTES DECIDUOUS TREES .4•A - 5 ACER X FREEMANII 'JEFFERSRED' / AUTUMN BLAZE MAPLE 2" CAL. B &B V --= 2 CARPINUS BETULUS FASTIGIATA / HORNBEAM 2" CAL. B &B /Pr EVERGREEN TREES 0 11 PINUS FLEXILIS 'VANDERWOLF'S / VANDERWOLF'S PINE 12' HT. B &B EVERGREEN SHRUBS 0 27 CISTUS X PURPUREUS / ORCHID ROCKROSE MIN. 18" HT. CONT., 4' O.C. ® 55 AHONIA AQUIFOLIUM 'COMPACTA' / OREGON GRAPE MIN. 18" HT. CONT,, 3' 0.C. 0 98 VIBURNUM DAVIDII / DAVIDS VIBURNUM All MIN. 18" HT. CONT., 3' 0.C. 47 TAXUS X MEDIA 'HICKSII / HICKS YEW MIN. 4' HT. B &B, 4' 0.C. DECIDUOUS SHRUBS 21 BERBERIS THUNBERGII 'ROSE GLOW / BARBERRY MIN. 18" HT. CONT., 3' 0.C. 0 6 PHYSOCARPUS OPULIFOLIUS 'DIABOLO' / NINEBARK MIN. 18" HT. CONT. 34 BERBERIS THUNBERGII 'AUREA' BARBERRY AO MIN. 18" HT. CONT., 3' 0.C. PERENNIALS / GRASSES O 3 EUPHORBIA CHARACIAS 'WULFENII' / EUPHORBIA 1 GAL. CONT. 104 HELICTOTRIiCHON SEMPERVIRENS / BLUE OAT GRASS 1 GAL. CONT., 2' 0.C. GROUNDCOVER -_ -_ --- 680 ARCTOSTAPHYLOS UVA -URSI / KINNIKINNICK 4" POT 12" O.C. 958 FRAGARIA CHILOENSIS / BEACH STRAWBERRY 4'' POT 12" 0.C. iil��il��il��ietel 150 PRUNUS L. 'MOUNT VERNON' / MOUNT VERNON LAUREL 1 GAL. 24" 0.C. LEGEND TREE TYPE CALIPER © DBH ( T06 1 EXISTING TREES TO REMAIN / C 12 TREES TO BE REMOVED C COTTONWOOD T TULIP TREE CORRECTION Ono WEATHERED GRANITE (REFER TO NOTE #13) EXISTING LANDSCAPE TO REMAIN. LANDSCAPE NOTES 1. LANDSCAPE CONTRACTOR TO CLEAR AND GRUB ALL EXISTING BED AREAS ALONG ANDOVER PARK EAST, ;.REMOVING IVY. CARE TO BE TAKEN NOT TO DAMAGE TREE ROOTS. 2. ALL NEW LANDSCAPE AREAS ADJACENT TO BUILDINGS AND WITHIN PARKING LOT TO BE SET AT 8” MINUS FINISH ELEVATION EXCEPT AS NOTED. THESE AREAS TO RECEIVE IMPORTED 3 -WAY TOPSOIL TO A MINIMUM DEPTH OF 12 ". SUBGRADE •:ES 1L ID 0, 1'TI s 1 "R 0" +► T L ATION OF NEW TOPSOIL. INSTALL PROFE SIINAL GROWERS BLEND TOPSOIL MIX PROVIDED BY LLOYD'S ENTERPRISES, INC (253- 874 -6692) INSTALL TOPSOIL IN TWO LIFTS OF 6” EACH. ROTOTILL EACH LIFT TO A DEPTH OF 8" INTO SUBGRADE. ALL EXISTING BEDS THAT ARE SHOWN TO RECEIVE NEW PLANTING TO HAVE EXISTING IVY REMOVED BY HAND WITH CARE NOT TO DAMAGE TREE ROOTS. WINTER MIX TO BE ADDED TO A 2" DEPTH, REPLACING SOIL REMOVED *TN IVY. WINTER MIX TO CONSIST OF 40% BY VOLUME NATIVE SOIL, 40% BY VOLUME SAND, AND 20% BY VOLUM COMPOST. PROFESSIONAL GROWERS BLEND TOPSOIL MIX TO BE If .111 •0 .. 1 �o ,•, • 1 I A 1 • • 1 •r/ '/ 0 C' • I. s 1 SOILS TEST PROVIDED BY SOIL AND PLANT LABORATORY FOR NEW PLANTING. (SOIL AND PLANT LABORATORY, INC. 425 -746 -6665, TEST #A05 -2) 3. ALL NEW PLANTING BEDS TO HAVE FINE BARK MULCH TO A MINIMUM DEPTH OF 2 ". EXISTING BEDS TO BE MULCHED AS NOTED. 4. ALL PLANT MATERIAL 'HAS BEEN SELECTED TQ BE DROUGHT TOLERANT. LANDSCAPE CONTRACTOR TO BE RESPONSIBLE FOR ALL WATERING AS REQUIRED BEFORE FINAL ACCEPTANCE OF WORK BY OWNER. 5. GROUND COVER TO EXTEND UNDER ALL DECIDUOUS TREE CANOPIES AT THE SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS DESIGNATED TO RECEIVE GROUND COVER. GROUNDCOVER BENEATH EVERGREEN TREES TO BE MAINTAIN A 3' CLEARANCE FROM BASE OF TRUNK. 6. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY CRAFT ARCHITECTS. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE ADJUSTMENT OF DESIGN. 7. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE pERMlTCENTER INFORMATION. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVER E DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL. 8. NO PRE- EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE DURING THE FIRST YEAR WARRANTY PERIOD. 9. B & B PLANTS TO BE DUG AND SECURED PRIOR TO END OF MARCH. WRITTEN RECEIVED AUG102010 YTS 10. LANDSCAPE ARCHITECT TO INSPECT AND APPROVE ALL PLANT MATERIAL PRIOR TO PLANTING TO ENSURE ACCEPTABLE QUALITY. LANDSCAPE ARCHITECT TO ALSO BE PRESENT DURING PLANT INSTALLATION TO ASSURE PROPER PLANTING. 11. BURLAP TO BE COMPLETLY REMOVED FROM ALL B & B PLANT MATERIAL AND LOOSEN ROOTS OF POTTED PLANTS P'10" TI :A I LI •F P N IN 12. ALL NEW LANDSCAPE PLANTING TO BE IRRIGATED WITH A COMPLETELY AUTOMATIC IRRIGATION SYSTEM. 13. HIGH CASCADES GRANITE BOULDERS TO BE PLACED IN PLANTING BEDS AS NOTED. BOULDERS TO BE SET INTO THE SUBGADE AND POSTIONED THAT ALL EXPOSED SIDES OF THE BOULDER SLOPES DOWN AND AWAY FROM THE CENTER OF BOULDER. HIGH CASCADES GRANITE ARE AVAILABLE AT MARENAKO'S ROCK CENTER PRESTON, WASHINGTON. PHONE: (425- 392 - 3313). PROVIDE A MIN. (5) 3 MAN ROCK. 4. 1 r. •• i! :0 14. LANDSCAPE ARCHITECT TO INSPECT AND APPROVE LANDSCAPE AND IRRIGAITON TO DETERMINE 100 PERCENT COMPLETION OF THE CONTRACTED WORK, ALL PUNCH LIST ITEMS, AND THAT THE PROJECT IS ACCEPTED AS COMPLETE BY N ' AND T IT OF TUK C a r c h i t e c t s 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206.720.2949 fax www.craftarchitects.com z w0� a 0 < < P. w� O 3 m = aW CONSULTANT L A Landscape Architecture Site Planning Irrigation 16630 30th Dr. S.E. Bothell, WA 98012 phone (425) 417 -4609 fax (425) 486 -156 ISSUE STATE OF WASHINGTON REGISTERED E ARCHITECT WILIAM A. BROWN CERTIFICATE NO. 501 Revietone: REV 1 - CITY COMMENTS 8/3/10 Sheet 'title; LANDSCAPE PLAN 6/21/2010 CB Drown: CB Protect Na APProveth 746.00 CB Original drawing is 24" x 36 ". Scale entities accordinalv if reduce& L-1 Sheet Na MID 5/09/07 746 -A10 1 1 -1 /2" AINLINE EX, UTILITY VAULTS 3 II 01 Pi IP 7.42 DRIP 10.1 DRIP 6.36 DRIP • • MPLS MP1 a as 1 -1/2" MAIN_INE AP1 • MPLS ❑ MP1 PRCPOSED BUILDI \G ADDITIO\ HAND TRENCH MP1 \VITHIN DRIPLINE OF EXISTING TREES AP1 . dP1 ❑ ❑ 0 ❑ ❑ ❑ 0 ❑ ❑ ❑ 0 ❑ EXISTI \G BI,ILDI \G ❑ • MPLS EX. 'STREET LIGHT • • LOCATE AND UTILIZE EXIST NG SLEEVE SEE NOTE #9. ALT, #2: CUT AND PATCH ,EXISTING ASPHALT AND INSTALL NEW 4" SLEEVE. MPLS MP1 4 V . Q. Q.. 1P�o MP1 MP1 MP1 MP1 P1 MP1 MP1 EXISTING IRRIGATION CONTROLL`R LOCATED IN ELECTRICAL ROOM. SEE NOTE #8. ALT. #1: PROVIDE UNDERHILL 2 -WIRE UNIVERSAL DECODER MODULE. Li • EX. MONUMENT -SIGN EXISTING IRRIGATION TO REMAIN 1 17 1" // MPLS MPSS 1 P1 a P1 1 =1 ° Ss 1 -1 IP1 MPSS MPRS TIE INTO EXISTING 1-1/2" MAINLINE AND INSTALL NEW DCVA. UTILIZE EXISTING 1" CONDUIT TO ROUTE NEW WIRES TO EXISTING CONTROLLER. SEE NOTE #8. ALT. #1: PROVIDE UNDERHILL 2 -WIRE UNIVERSAL DECODER MODULE. P1 11 IP� P1 PLS r ^- I LLJ iz 0 L LJ C INLINE IRRIGATION SCHEDULE SYMBOL DESCRIPTION I.S.I. RAD. G.P.M. -A", MP1 b MP1 • MPSS • MPRS • MPLS • • RAIN BIRD 1806 - SAM- MP1000 90 -210, 6" POP -UP SPRAY RAIN BIRD 1806- SAM- MP1000 90- 210, 6" POP -UP SPRAY RAIN BIRD 1806 - SAM -MP SIDE STRIP, 6" POP -UP SPRAY RAIN BIRD 1806 - SAM -MP RIGHT STRIP, -6" POP -UP SPRAY RAIN BIRD 1806- SAM -MP LEFT STRIP, 6" POP-UP SPRAY 55 55 50 50 50 15' 15' 6'X34' 6'X17' ' 6'X17' 0.43 0.22 0.49 0.25 0.25 NETAFIM TLCV- 06- 12 -10, LANDSCAPE DRIPLINE W/ 0;6 GPH EMITTERS AT 12" 0.C. POINT OF CONNECTION : 1 1-1/2" BRASS GATE VALVE 1 FEBCO 805Y, 1 -1/2" DOUBLE CHECK VALVE ASSEMBLY 1 1" RAINBIRD 44RC, 1" QUICK COUPLING VALVE ZONE NUMBER ACV 6i 1 RAINBIRD 150 PEB, 1 -1/2" MASTER VALVE RAIN BIRD 100- PEB -PRS, 1" REMOTE CONTROL VALVE RAIN BIRD XCZ- 100- PRF 1" DRIP CONTROL ZONE KIT 1 !� 26 G.P.M. -BF, VALVE SIZE W/ VACUUM RELIEF VALVE AND MANUAL LINE FLUSHING VALVE FOR EACH ZONE EXISTING RAIN BIRD ESP -6, IRRIGATION CONTROLLER INSTALL A NEW RAIN BIRD RSD -CEX, RAIN SENSOR (REFER TO NOTE #8 FOR ALT #1 TO ADD A 2 -WIRE DECODER MODULE) 1-1/2" MAINLINE; SCHEDULE 40 PVC CLASS 200 PVC LATERAL LINE (3/4" UNLESS NOTED OTHERWISE) 4" SLEEVING, SCHEDULE 40 PVC IRRIGATION PLA\ _ 20 '-0'' PIPE SIZING TABLE PIPE SIZE MAX G.P.M. 3/4" CLASS 200 1" CLASS 200 1-1/4" CLASS 200 UP TO 10 G.P.M. UP TO 16 G.P.M. UP TO 26 G.P.M. IRRIGATION NOTES VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO COMMENCEMENT OF WORK. PROTECT ALL NEW AND EXISTING UTILITIES. PROMPTLY NOTIFY THE LANDSCAPE ARCHITECT OF ANY CONFLICT BETWEEN PROPOSED WORK AND OBSTRUCTIONS. 2. IRRIGATION CONTRACTOR SHALL PROVIDE PROTECTION OF ALL PROPERTY, PERSONS, WORK IN PROGRESS, STRUCTURES, UTILITIES, WALKS, CURBS, PAVED SURFACES AND EXISTING LANDSCAPE AND IRRIGATION TO REMAIN DURING THE INSTALLATION OF LANDSCAPE AND IRRIGATION WORK. VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO COMMENCEMENT OF WORK AND PROTECT SAID UTILITIES. IRRIGATION CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS AND FEES AS REQUIRED BY APPLICABLE CODES AND ORDINANCES FOR THIS WORK. ALL WORK TO BE INSTALLED PER LOCAL CODE REQUIREMENTS AND MANUFACTURE'S SPECIFICATIONS. PRESSURIZE MAINLINE TO 100 PSI FOR A PERIOD OF 2 HOURS CHECK ALL JOINTS AND CONNECTIONS FOR LEAKS AND REPAIR AS REQUIRED. PROVIDE WRIITEN DOCUMENTATION THAT A PRESSURE TEST HAS BEEN COMPLETED WITH NO MORE THAN 5 PSI LOSS DURING THE TEST DURATION. UPON THE COMPLETION OF IRRIGATION WORK, OPERATE THE SYSTEM IN THE PRESENCE OF THE OWNERS REPRESENTATIVE. ADJUST AS REQUIRED. 6. GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR COMMENCING AT THE TIME OF FINAL ACCEPTANCE. THIS GUARANTEE DOES NOT APPLY TO WORK OR DAMAGE DONE TO THE IRRIGATION SYSTEM BY OTHERS AFTER FINAL ACCEPTANCE. 7. PRIOR TO FINAL ACCEPTANCE PROVIDE THE OWNER WITH A SET OF CLEARLY DRAWN REPRODUCIBLE RECORD DRAWINGS SHOWING ACTUAL LOCATION AND TYPE OF IRRIGATION ELEMENTS INSTALLED. 8. UTLIZE EXISTING 1" CONDUIT TO PULL NEW WIRES TO EXISTING CONTROLLER. ALT. #1: PROVIDE A NEW UNDERHILL 2 -WIRE UNIVERSAL DECODER MODULE AND TRANFORMER EXTERNALLY MOUNTED ADJACENT TO CONTROLLER IF CONDUIT IS NOT USABLE FOR NEW WIRES. PROVIDE (1) UNDERHILL DECODER FOR EACH AUTOMATIC VALVE AND PROVIDE (1) UNDERHILL #DEC -PROG -115 PORTABLE DECODER PROGRAMMER FOR OWNER. 9. LOCATE AND UTILIZE EXISTING IRRIGATION SLEEVE. ALT: #2: CUT AND PATCH ASPHALT AND INSTALL NEW 4" SLEEVE IF EXISTING SLEEVE IS NOT USABLE. REVIEWED FOR CODE COMPLIA ^NCE Aboorwm Ste 0.7 1(t,iU City of Tukwila RECEIVED AUG 10 2010 BUILDING DIVISION PERMIT CENTER I:A I (9 2- a r ch i t e c t s 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206.720.2949 fax www.craftarchitects.com Zz 0 cr) E an 0 0 >- •< < cc IA 2 a W � 3 m 0 0:zw CONSULTANT L A Landscape Architecture Site Planning ;Irrigation 16630 30th Dr. S.E. Bothell, WA 98012 phone (425) 417 -4609 fax 0425) 86-156 ISSUE STATE OF WASHINGTON REGISTERED E ARCHlitCT WIWAM A. BffOWN CERTIFICATE NO. 501 ROW= REV 1 - CITY COMMENT 8/3/10 Sheet Title: IRRIGATION PLAN Drown: Project tie APP,+ 6/21/2010 CB CB 746,00 CB Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sleet NO: L -2 MID 5/09/07 746 -A10 BARK MULCH EDGE OF BED CURB OR HEADER NOTE: SPACING TO BE TRIANG. 1PER DISTANCE SHOWN ON PLANT SCHEDULE r.;-\ GROUND COVER SPACING i} NTS CS) 18" MIN. FLOW FROM METER 111111 =I II�IIIII il�ll -1�._ _ �IIIII SHRUB PLANTING NTS SET CROWN AT NURSERY HEIGHT BARK MULCH PER SPECS BACKFILL TO CONSIST OF TOPSOIL PER SPECS. ADD FERTILIZER PER SPECS SCARIFY ROOTBALL ON CONTAINER MATERIAL. REMOVE ALL BURLAP ON B &B MATERIAL DOUBLE CHECK VALVE QUICK COUPLER 'VALVE MASTER VALVE FINISH GRADE • Ld • SCH 80 PVC UNION, TYP. 0 000 0 PVC ELBOW, TYP. GATE VALVE / MAIN SHUT OFF 00 NOTES: 1. VALVE BOX SHALL NOT REST ON PIPES. 2. ALL PIPE AND FITTINGS WITHIN VAULT TO BE SAME SIZE AS D.C.V.A. 3. TEST COCKS SHALL HAVE A MIN. 12" CLEARANCE. POINT OF CONNECTION NTS - UTILITY VAULT MODEL W/ METAL LID • ..- o ;..o . .... Sao . • 4 P-74:1 PVC TEE W/ PLUG, TYP. SCH 80 PVC NIPPLE, TYP. UNION, TYP. ALL UNIONS TO BE PVC THREAD X SLIP TYPE FL-- OW 1.1 4 CHANGE FROM SCH. 80 TO SCH. 40 MAIN LINE PVC TEE W/ PLUG, TYP. WASHED DRAIN ROCK TO A MINIMUM DEPTH OF 12" 4. SET VAULT 'FLUSH WITH FINISHED CONCRETE. 5. ALL SCH. 80 FITTINGS FROM METER TO MAIN LINE 6. INSTALLATION SHALL CONFORM WITH CITY OF TUKWILA STANDARDS. PLANT TREES HIGH ENOUGH TO ALLOW POSITIVE DRAINAGE AWAY FROM ROOTBALL TREE STAKING ) NTS DIA. OF ROOTBALL SECURE TRUNK WITH DOUBLE STRAND OF 14 GAUGE GALV. WIRE WRAPPED IN CLEAR VINYL. TWIST TIGHT 2" DIA. "BVC" LODGEPOLE PINE TREE STAKES WITH 6" CONICAL POINT 36" DIA. TREE WELLS IN LAWN AREAS. FILL WITH 2" OF SPECIFIED MULCH REMOVE ALL BURLAP AND WIRE BASKETS BACKFILL PIT WITH 50% TOPSOIL AND 50% NATIVE SOIL. ADD SPECIFIED FERTILIZER TO MIX FINISH GRADE BEFORE MULCH /SOD 1" ABOVE FINISH GRADE 3M DRY SPLICE CONNECTORS PROVIDE FOR A 18" EXPANSION LOOP OF EXCESS WIRE. REMOTE CONTROL VALVE PLASTIC ISOLATION BALL VALVE SAME SIZE AS CONTROL VALVE CARSON STANDARD VALVE BOX (2) VALVES PER VAULT VAULT TO EXTEND MIN. 6" 'BELOW VALVE. USE EXTENSIONS AS NEEDED. III 12" MIN. Mil II viii PVC LATERAL LINE INSTALL POP -UP SPRINKLER HEADS 3" ABOVE GRADE AND ADJUST TO FINISH GRADE. SEE PLAN FOR MODEL AND BRAND 4- FINISH GRADE (1) MARLEX FITTING (2) SPIRAL BARB FITTINGS SWING PIPE (18" MAX.) (8) NPTs0P-UP HEAD PVC SCH. 40 ELL (OR TEE) PVS SCH 40 FITTINGS (TYP.) COMPRESSION ADAPTER DRIPLINE LAYOUT NTS EDGE OF BED DRIPLINE TUBING SPACED 18" O.C. AIR/VACUUM RELIEF VALVE INSTALL AT EACH HIGH POINT DRIP CONTROL ZONE KIT WITH VALVE, FILTER, & P R V PVC SCH 40 MAIN LINE PVC CLASS 200 LATERAL PVC SCH 40 SUPPLY HEADER MASONARY UNIT SUPPORT AT CORNERS SCH 40 PVC MAINLINE PEA GRAVEL MIN. 3" DEPTH NOTES: 1. VALVE BOX SHALL NOT REST ON PIPES. 2. ALL PIPE AND FITTINGS WITHIN VAULT TO BE SCH 40 PVC SAME SIZE AS OUTLET LATERAL PIPE. 3. PROVIDE EXPANSION COILS AT EACH WIRE CONNECTION IN VALVE BOX. 44. COMPACT SOIL AROUND VALVE BOX TO SAME DENSITY AS UNDISTURBED ADJACENT SOIL. 10 AUTOMATIC VALVE NTS AIR f VACUUM RELIEF VALVE NTS SET 1" ABOVE TOPSOIL BEFORE MUCLH RAIN BIRD SEB -6X, 6" VALVE BOX FINISH GRADE OF TOPSOIL AIR /VACUUM RELIEF VALVE KIT. INSTALL AT EACH HIGH POINT OF DRIP ZONE. FITTING AS REQUIRED PVC LATERAL OR DRIPLINE (3) BRICK SUPPORTS DRAIN ROCK TO A MIN. 12" DEPTH CONCRETE CURB ASPHALT PAVING- REMOVE ADDITIONAL ASPHALT AS REQUIRED TO INSTALL IRRIGATION HEADS ADJACENT TO CURB ESTABLISH CROWN AS INDICATED —ROCKS TO BE SET FIRM AND WITHIN COMPACTED SUBGRADE. AN APPROX. 1/3 OF THE ROCK MASS TO BE SET BELOW GRADE FOR SETTING ROCK. MULCH PER 'PLAN SOD -0" MULCH -1" NOTE: ROCK OUTCROP TO CONSIST OF HIGH CASCADES WEATHERED GRANITE (1,) 3 MAN, AND (2) 2 -MAN PER ISLAND WHERE INDICATED. SET ROCK WITH ALL EXPOSED SIDES SLOPING OUT AND AWAY FROM TOP OF ROCK PLANTER ISLAND NTS 18" 2" MIN. IMPORT TOPSOIL AS SPECIFIED REMOVE CRUSHED TOP COURSE AS INDICATED. SCARIFY EXISTING SUBGRADE TO DEPTH OF 6" AND BACKFILL WITH IMPORT TOPSOIL PER SPECIFICATIONS CRUSHED TOP COURSE RtVIEWEO FOR CODE COMPLIANCE APPROVED SEP 0 7 2010 — 1" IN BED AREAS, BEFORE MULCH. City of Tukwila STANDARD CARSON 12" DIVISION D�VICIn VALVE BOX. 3M DRY SPACE CONNECTORS. PROVIDE FOR A 24" LOOP OF EXCESS WIRE. FINISH GRADE. DRIP CONTROL ZONE KIT REFER TO IRRIGATION PVC SCH 40 SXS 90 DRAIN GRAVEL MIN 2" DEPTH PVC SCH. 80 NIPPLE (LENGTH AS REQUIRED). P.V.C. SCH 80 UNION TOPSOIL DEPTH VARIES P.V.C. MAINLINE SCH. 40 PVC TEE OR ELL. NOTES: 1. PROVIDE VALVE 1BOX EXTENSIONS AS REQUIRED. 2. SUPPORT VALVE BOX WITH (4) BRICKS. 3. TAPE CONTROL WIRES AND SPARE TO ;BOTTOM OF MAINLINE (TYPICAL). DRIP CONTROL ZONE NTS PAVING, CONCRETE OR PAVERS. SUBBASE- REFER TO CIVIL PLANS AND SPECIFICATIONS manolour MULCH TOPSOIL PIER PLANTING PLAN BACKFILL SEE NOTE BELOW PVC LATERALS PVC MAIN LINE 11 2" PVC SCH. 40 WIRE SLEEVE PVC SCH. 40 MIN. 2X DIA. OF INTERIOR PIPE SLEEVING / .PIPE TRENCHING NTS VALVE WIRING AND TRACE WIRE IF SPECIFIED RECEIVED AUG 10 2010 PERMIT CENTER ar ch i t ec t s 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206.720.2949 fax www.craftarchitects.com Vz Z 0 CO W Li 6 a Q Q CC co Wn. co 4 W m V W IF CO� �a 1 CO CONSULTA L A Landscape Architecture Site Planning Irrigation 16630 30th Dr. S.E. Bothell, WA 98012 phone (425) 417 -4609 fax (425) 486-156 ISSUE STATE OF WASHINGTON REGISTERED E ARCHITECT MID Revision WIUUAM A. CERTIFICATE NO. 501 REV 1 - CITY COMMENT 8/3/10 Sheep Mk LANDSCAPE & IRRIGATION DETAILS Dote: 6 -21 -10 Delp Drown: CB CB Project No: 746.00 APPS CB Original drawing is 24" x 36 ". Scale entities accordinalv if reduced Sheet No: IL-3 5/09/07 746 -A10 321 -0" 40' -6" 40' -0" 40' -0" 40' -0" 40' -0" 40' -0" 40' -0" 40' -6" 37' -0" EMPLOYEE OUT ACTIVITY AREA OOR 3' -4 "1'— " 22' -2" NEW RAMP 0 N 15' -0" 2' -6' EXIT 100K EXISTING 16'Wx14'H T T WAREHOUSE (86 MAX OCCUPANTS) 16' -0" 124 —0" STAIR 02 0 10 0 10 16' -0" 2' -6' i------- . w F. L EXISTING LOADING AREA C FLOOR PLAN 1/16" = 1' -0" GENERAL NOTES: 1. ALL EXTERIOR WALLS TO BE TILT —UP CONCRETE PANEL, U.O.N. 2. DOOR SYMBOL KEY: O# SEE A5.1 FOR SCHEDULE 3. EACH ROOM SHALL HAVE SEPARATE SWITCHING BY ELEC DESIGN /BUILD TO MEET WSEC 1513 4. ELECTRICAL DESIGN BUILD TO MEET WSEC 1513 KEY NOTES: NEW CONCRETE TILT —UP PANEL, TYP STEEL COLUMN PER STRUCTURAL, TYP. CONCRETE SLAB PER STRUCTURAL SECTIONAL 0/H DRIVE —IN DOOR, TYP. SECTIONAL 0/H DOCK HIGH DOOR, TYP. PANEL JOINT, TYP., PER DTL. 1/A8.1 HM MAN —DOOR W/ STL FRAME AS PER SCHEDULE ON SHEET A3.1 O8 CONCRETE STAIR & LANDING SEE DTLS 2 & 3/A8.2 EXISTING OPENING TO REMAIN. NEW OPENING 14'H IN EXISTING CONCRETE PANEL PER PLAN AND STRUCTURAL. NEW PIT LEVELER PER STRUCTURAL FIRE DEPARTMENT ACCESS STAIRS PER DTL 11/8.2 NEW WALL MOUNTED P.I.V. 0 LEGEND: EXIT ILLUMINATED EXIT SIGN W/ EMERGENCY POWER TO MEET IBC SECTION 1011 REVIEwtu FOR CODE COMPLIANCE APPROVED SEP 07 2010 City of Tukwila BUILDING DIVISION RECEIVED JUN 222010 PERMIT CENTER b1OL2 2505 Third Avenue Suite 324 Seattle, WA 98121 206..720, 7001 phone 206,.720,2949 fax www.craftarchitects.com CONSULTANT 7052 REGISTERED RCHITECT ISSUE Revisions: Sheet Title: FLOOR PLAN Date: Design: Drawn: Project No: Approved: 06/21/10 DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A2.1 321 40' -6" 40' -0" 40' -0" 40' -0" 40' -0" 40' -0" 40' -0" 40' -6" 15 A8.1 Cn x w ROOF PLAN 1/16" = 1' -0" \ GENERAL NOTES: 1. ALL COMPONENTS FOR THE ROOF DRAINAGE SYSTEM SHALL BE SIZED BASED ON A STORM OF 60 MINUTES DURATION AND 100 YEAR RETURN PERIOD PER IPC 1101.11 2. ALL ROOF MATERIALS SHALL COMPLY W/ THE STANDARDS AS SPECIFIED IN TABLE 1507.10.2 OF THE 2006 IBC AND SHALL HAVE A FIRE CLASSIFICATION "C" PER TABLE 1505.1 OF THE 2006 IBC 3. ALL ROOF DRAINS SHALL COMPLY WITH UPC 1101.11. ALL STORM DRAINS SHALL PROVIDE CLEAN OUTS IN CONFORMANCE WITH UPC 1101.12. KEY NOTES: O1 NEW SCUPPER AND DOWNSPOUT PER DTL 6/A8.1 & 7/A8.1, TYP. 2 TPO ROOFING MEMBRANE, TYP. 3 ROOF STRUCTURE SLOPED TO DRAIN MIN. 1/4" PER FOOT, PER STRUCTURAL DRAWINGS PAINTED STEEL FRAME PAINTED METAL DECK CANOPY MTL COPING AT PARAPET, TYP REMOVE EXISTING CONDUCTOR HEAD & DOWNSPOUT. FLASH EXISTING OPENING TO ALLOW EXISTING ROOF TO DRAIN ONTO NEW ROOF. SEE DETAIL 5/A8.1. NEW ROOF & OVERFLOW DRAIN PER DETAIL 14/A8.1 48" X 96" SKYLIGHT W/ SECURITY GRILLE & CRICKETE PER DTL 1/A8.2, TYP arc hitects 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720,7001 phone 206,720,2949 fax www.craftarchitects. cam CJ zz O Co I 6 w og 1 a0a R Q Q CODE w w a- ; SEP 0 7 2010 w M § g City of Tukwila < 1 BUILDIN kwila I— W 0 BUILDING CD CC Q Q I CI) CONSULTANT 7052 REGISTERED ARCHITECT ISSUE Revisions: Sheet Title: FLOOR PLAN Date: 06/21/10 Design: RECEIVED Drawn: DPW JUN 22 2010 Project No: 10- 253.03 PERMIT CENTER Approved: NO-0-162- Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A2.2 NOTES DOOR TYPES FRAME TYPES 1. DOOR TYPE INDICATIONS AS NOTATED BY THE STEEL DOOR INSTITUTE WHERE APPLICABLE. 2. ALL DOORS W/ A LATCH OR LOCK SET SHALL HAVE LEVER STYLE HARDWARE PER IBC CHP. 11. 3. A KEY OPERATED LOCKING DEVICE SHALL BE PERMITTED ON THE MAIN DOOR, IF A READILY VISIBLE DURABLE SIGN IS POSTED ON THE EGRESS SIDE OR ADJACENT TO THE DOOR STATING: "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED." THE SIGN SHALL BE IN LETTERS 1" HIGH ON CONTRASTING BACKGROUND. THE LOCKING DEVICE SHALL BE READILY DISTINGUISHABLE AS LOCKED, AND THE USE OF THE KEY - OPERATED LOCKING DEVICE IS REVOCABLE BY THE BUILDING OFFICIAL FOR DUE CAUSE. IBC 1008.1.8.3 4. ALL FINISH HARDWARE SHALL BE FULLY ACCESSIBLE. REFER TO 404 /ADA -1. 5. ENTRANCE DOOR TO BE IDENTIFIED WITH A SIGN DISPLAYING THE INTERNATIONAL SYMBOL OF ACCESSIBILITY AND WITH ADDITIONAL DIRECTIONAL SIGNS, AS REQUIRED TO BE VISIBLE TO PERSONS ALONG APPROACHING PEDESTRIAN WAYS. 6. ALL DOOR HARDWARE SHALL BE MOUNTED A MIN. OF 34" AND A MAX. OF 48" A.F.F. PER IBC 1008.1.8.2 7. ALL EXIT DOORS MUST BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE PER IBC 1008.1.8 8. ALL DOOR HARDWARE TO BE OPERATED BY THE OCCUPANT IN OR ALONG ACCESIBLE SPACES SHALL BE ACCESSIBLE PER IBC 1109.13 9. ALL DOORS W/ CLOSERS SHOULD CLOSE IN A MIN 3 SECONDS FROM AN OPEN POSITION. SEE SHEET ADA -1 FOR EXTERIOR DOOR REQUIREMENTS. 10. ALL THRESHOLDS SHALL NOT EXCEED 1/2" AND SHALL BE BEVELED TO 1:2 MAX PER IBC 1106.6 11. THE OPENING FORCE FOR INTERIOR DOORS W/0 CLOSERS SHALL NOT EXCEED 5- POUNDS (22 N). 12. MANUALLY OPERATED FLUSH BOLTS ARE NOT ALLOWED. 13. INTERIOR LOCKSETS TO BE HEAVY DUTY CYLINDER TYPE. F FLUSH S SECTIONAL 1 SINGLE DOOR 0 PER PLAN CO 'ND DOOR SCHEDULE OPENINGS FRAMES DETAILS NUMBER TYPE W X H THK MATL GL LABEL HDW FIN TYPE MATL FIN HD JAMB SILL REMARKS 100A F 3' -0" X 7' -0" 1 3/4" HM LOCK 1 STL PNT 100B 100C S S 9, -0" X 10' -0" 9' -0" X 10' -0" 100D S 9'4" X 10' -0" 100E F 3' -0" X 7' -0" 1 3/4" 100F F 100G 3' -0" X 7' -0" 3' -0" X 7' -0" 1 3/4" 1 3/4" 100H F 3' -0" X 7' -0" 1 3/4" 100J S 15' -0" X 14' -0" 100K 100L F F 3' -0" X 7' -0" 3' -0" X T-0" 1 3/4" 1 3/4" PAD PAD PAD 4/A3.1 5/A3.1 6/A3.1 CLOSER, WEATHER STRIPPING, DROP SEAL 1/A3.1 2/A3.1 3/A3.1 2/A3.1 3/A3.1 - 1/A3.1 1 /A3.1 2/A3.1 3/A3.1 HM LOCK 1 STL PNT 4/A3.1 5/A3.1 6/A3.1 CLOSER, WEATHER STRIPPING, DROP SEAL HM HM LOCK LOCK STL STL PNT 4/A3.1 PNT 4/A3.1 5/A3.1 5/A3.1 6/A3.1 6/A3.1 HM LOCK PAD 1 STL PNT 4/A3.1 5/A3.1 6/A3.1 1 /A3.1 2/A3.1 9/A3.1 CLOSER, WEATHER STRIPPING, DROP SEAL .............. CLOSER, WEATHER STRIPPING, DROP SEAL CLOSER, WEATHER STRIPPING, DROP SEAL HM HM LOCK LOCK 1 STL 1 STL BOLT TO FACE OF CONCRETE PER MANUFACTURER'S RECOMMENDATIONS 3/8" BENT PLATE "Z GUARD" MTL DOOR PROTECTOR OR EQUAL PAINT "CAUTION YELLOW" CONC TILT -UP WALL PANEL SEALANT, TYP. HM DOOR FRAME GROUT FILLED HM DOOR Z -GUARD DOOR PROTECTOR TYP. HM DOOR HEAD ,, =1 -0" SECTIONAL DOOR (PAINTED) WALL BEYOND CONCRETE SILL (4 O.H. DOOR 1 1/2"=1 '-O" 7 1 1/2"= ' -0" CONCRETE TILT -UP WALL PANEL SEALANT, TYP. HM DOOR FRAME GROUT FILLED HM DOOR PNT 4/A3.1 5/A3.1 6/A3.1 CLOSER, WEATHER STRIPPING, DROP SEAL PNT 4/A3.1 5/A3.1 1 6/A3.1 CLOSER, WEATHER STRIPPING, DROP SEAL DOOR THRESHOLD BELOW TYP. HM DOOR JAMB 1 1/2"=1'-0" HM DOOR HM DOOR FRAME DOOR SWEEP CONCRETE TILT -UP WALL PANEL DRIP METAL ANGLE SECTIONAL DOOR DOOR TRACK 2505 Third Avenue Suite 324 Seattle, WA 98121 206. 720. 700 1 phone G 06.720.2949 Fax www crif tarchitect corn U Z O V, E W 0 � ODa y_ "r g 111i14 on CE � �3 6'- fj k ,/ `u'u m O city of Tu Q b $U1LQ1N kwla 1 WW - SECTIONAL DOOR HEAD `'°- ��GDII�1 ►!O 1 1/2 " =1' -0" N Q i 0) 0) CONC TILT -UP WALL PANEL 5/8" LEAD EXP BOLT STL ANGLE TO 3' -6" AFF FILL VOID ® CHAMFER W/ SEALANT 3/8" BENT PLATE TO 3' -6" AFF WEATHER SEAL SECTIONAL DOOR Nk SECTIONAL DOOR JAMB 1 1/2 " =l' -0" SECTIONAL DOOR PIT LEVELER W/ BUMPER 3" x6" GALV. ANGLE W/ 1/2" ANCHORS @ 4' -0" OC FULL WIDTH OF OPENING JOINT FILLER CONCRETE DOCK BULKHEAD N CONSULTANT 7052 REGISTERED TECT KATHRY STATE Of WA CRAFT HINGTON ISSUE Revisions: Sheet Title: DOOR SCHEDULE Date: 06/21/10 Design: RECEIVED Drawn. JUN 22 2010 Project No: PERMIT CENTER Approved: TYP. HM, DOOR SILL CONCRETE DOCK EDGE 1 1 1 /2 " =1 ' -o" 1/2"---t-o" DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A3.1 EXISTIL 1 NEW 1 i 0 40' -6" 1A 40' -0" A4.2 L .J 0 1A 40' -0" A4.2 40' -0" 50' -0" 50' -0" 50' -0" 11J 40' -0" A4.2 40' -0" 40' -0" EAST ELEVATION 1/16 " =1' -0" 40' -6" +26' -6" AFF T.O. PANEL 8 ANGLED 8 0 50' -0" 50' -0" A4.2 50' -0" 0 +0' -0" AFF F.F. FLOOR -4' -0" AFF GRADE +26' -6" AFF T.O. PANEL +24' -6" AFF T.O. PANEL ANGLED NEW EXISTING +0' -0" AFF NORTH ELEVATION 1/16 " =1' -0" -4' -0" AFF GRADE WEST ELEVATION 1/16 " =1' -0" GENERAL NOTES 1, ALL VERTICAL DIMENSIONS ARE FROM FINISHED FLOOR KEY NOTES PAINTED MTL COPING, SEE DETAIL 9/A8.1 REVEAL, TYP., SEE DET 2 &3/A8.1 SIGNAGE BY OTHERS UNDER SEPARATE PERMIT, TYP, O EXTERIOR "WALL PACK" WALL MOUNTED LIGHTING PER PHOTOMETRIC, TYP. EXTERIOR "FLOOD" LIGHTING PER PHOTOMETRIC, TYP. FUTURE K.O., PER STRUCTURAL. SECTIONAL OVERHEAD DOCK DOOR, TYP SECTIONAL OVERHEAD DRIVE -IN DOOR, TYP HM MANDOOR W/ STEEL FRAME, TYP TILT -UP CONC. PANEL, TYP. PANEL JOINT, TYP., SEE DET 1/A8.1 12" STEEL CHANNEL, TYP. PER DTL 12/A8.1 DOWNSPOUT W/ SCUPPER BOX PER DTL. 6/A8.1, TYP. PIT LEVELER, SEE STRUCTURAL PAINTED STEEL CANOPY PAINTED STEEL FRAMING O O 0 • m 0 m REPLACE EXISTING WOOD MECHANICAL SCREEN WITH PRE - FINISH METAL SIDING 4" DEEP HORIZONTAL BLADES AND STEEL SUPPORTS PER MANUFACTURE RECOMMENDATIONS (CONCEALED FROM VIEW) COLOR TO MATCH MTL. COPING. REPAIR EXISTING ROOF AS REQUIRED PAINT LEGEND PNT - 1: BENJAMIN MOORE #1522 "INNER BALANCE" PNT - 2: BENJAMIN MOORE #1533 "BAY LEAF" PNT 3: BENJAMIN MOORE #2064 -10 "BOLD BLUE" REVIEWED FOR CODE COMPLIANCE APPMVED SEP 0 7 2010 City of Tukwila BUILDING DIVISION I o 1 to CORRECTION LTR# RECEIVED AUG 10 2010 PERMIT CENTER 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206.720.2949 fax www.craftarchitects.con CONSULTANT ISSUE 6.2210 PERMIT SET 7.02.10 BID SET Revisions: Sheet Title: EXTERIOR ELEVATI( Date: Design: Drawn: Project No: Approved: 08/04/10 KC D 10 -253 Original drawing is 24" x 36 ". Scale entities accordingly if reduce Sheet No: A4.1 COPYRIGHT CRAFT ARCHITECTS 2Pt0 PANEL HEIGHT I— III —H H I —I 1 — WALL SECTION AT DRIVE -IN DOOR 1/2 " =1' -0" ° 20 I =11 I =11 I =111= 1IIIIII I I IIIIIII�.111 PANEL HEIGHT WALL SECTION AT DOCK DOOR 1 /2 " =1' -0" 3' -0" T.O.PARAPET EXISTING + 22-6" `-r T.ODEGK EXISTING + 21' -10" T.ODEGK NEW + 21' -6" II —I1r -III —I '1'11111111- 11 =11 7111F,1 171 1 1 1: REVIEWEFOR CODE COMPLIANCE APPROVED SEP 0 '1 MO City of Tukwila BUILDING DIVISION � I -1 1 1= -I I I-1 _ -111 -111 -1 I I -1 I I I I I .1E111=-111E- 11E111=-111E III .111 -111 =111 =111 — - =111- 111 111 111 -111 . . '11=111_7_-1111_=_I 11, 7111 -111 =III —I —I 111 - 111,E —� 111: i l l l 1 _1 1 l� 111- 111 -11 11 1- 111- 111 -11_ — 1111111 11111111111111.. 1 111 =111 =1 11= d ° WHERE NOTED ON ELEVATIONS 26' -6" (24' -6" AT 1A) W 5 PANEL HEIGHT C 111 =1 1= WALL SECTION AT EXISTING BLDG. TYPICAL WHSE WALL SECTION 1/2"=1'-0" 1 /2 " =1 ' -0" SIM: CONDITION AS SHOWN IN SECTION KEY NOTES: • • O O 4> 4o• 0 m m m : 0 0 EXISTING FOOTING EXISTING TILT CONCRETE, WALL EXISTING ROOF STRUCTURE STRUCTURAL FILL PER SOIL REPORT FINISHED GRADE CONC FOOTING PER STRUCT CONC SLAB PER STRUCT CONCRETE TILT WALL PANEL, TYP. U.O.N. REVEAL, TYP. SEE DETAIL 2 & 3/A8.1 STEEL GIRDER /JOIST /BEAM PER STRUCTURAL. NOT USED CONCRETE TRUCK APRON PER CIVIL SECTIONAL 0/H DOOR TPO ROOFING WOOD DECK R -11 RIGID INSULATION W /COVER BOARD PTD METAL COPING DOCK BUMPER PTD STEEL DOCK LEVELER IN CONC PIT CONCRETE LANDING PERIMETER FOOTING DRAIN 1/4" PAINTED STEEL BENT PLATE "7" GUARD, TO 3' -6" AFF. SEE DETAIL 7/A3.1. RECEIVED JUN 2 2 2010 PERMIT CENTER lb -Ilv2- C a r c h t o C t 5 2505 Third Avenue Suit e 324 Seattle, WA 98121 206.720,7001 phone 206 ...7210.2949 fax www.craft.architects.com U Z Z p CD W0 O0a as g CC 2 WW0_ g > Cn 3 WS M a =I.Y �- W� as ca CONSULTANT 7052 REGISTERED A- ITECT wrolrom KAT41111 M CRAF1 STATE OF ASHINGTOI' ISSUE Revisions: Sheet Title: FLOOR PLAN Date: Design: Drawn: Project No: Approved: 06/21/10 DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A4.2 mak ROOF SUMP RECEIVER 4' Oux41 -0° SUMP LEAD PAN ROOF DECK TAPERED EDGE TRU55 OR LEDGER PER STUGTJRAL 2x NAILER (2) 2x4 BLOCKING SUPPORT AROUND DRAIN TYPICAL UNDERDEGK CLAMP PRIMARY ROOF DRAIN 11/2 " =1' -0" 3' -0" MIN. SEPARATION PER U.P.C. MIN. INSUL. DRAINS MTL DECK TYP ROOF DRAIN ROOF OVERFLOW DRAIN W/ 2" WATER DAM COLLAR, STRAINER 4 CLAMPING RING PIPE INSULATION TYP. ROOF /OVERFLOW DRAIN 11/2 " =1' -0" PAINTED METAL FLASHING B.O. CHANNEL PER ELEV. STEEL PER STRUCT BOLT THROUGH PANEL TO STEEL PLATE PER STRUCTURAL 4' -0' SUPPORT PER STRUCTURAL PROVIDE FLASHING AROUND END SUPPORTS STL PLATE PER STRUCT STEEL FRAMING 5/4"=I'-0" 22 GA. PREFINISHED METAL ROOFING IV/ NEOPRENE SEAL to BUILDING EDGE PAINTED METAL STEEL PER STRUCTURAL FLASHING AROUND PERIMETER OF CANOPY B.O. CHANNEL PER ELEV. STEEL PER STRUCT (2) LIGHTS PER CANOPY ANGLE PER STRUCT 4' -0' 9 BOLT THROUGH PANEL TO STEEL PLATE PER STRUCTURAL PAINTED STL PLATE PER STRUCT STEEL CANOPY * DOCK 5/4"=1'-0" PAINTED METAL W /FLASHING JOINTS AT IO' -0° O.G. BEVELED SHIM P.T. 2x TOP PLATE WITH %'0 AB. AT 4' -0° O.G. COUNTERSUNK WITH 6' MIN. EMBEDMENT. CONTINUOUS CLEAT 26 GA. METAL FLASHING WITH °5° LAP JOINTS AT 10' -0° O.G. ROOFING 0/ DOVER BOARD 4 R -II RIGID INSULATION ROOF SHEATHING SECTION AT PARAPET ,,= I, -0. 0 " a. 2' -0° MIN. STEEL CAP WO GALVANIZED STEEL PIPE GAP 4 GRIND SMOOTH PROVIDE LOCK COORDINATE WITH FIRE DEPARTMENT PAINT EXPOSED SURFACE 10"x1/4"0 STEEL RING WELDED TO PIPE AT REMOVABLE BOLLARDS CONCRETE SLAB SLEVE WHERE REMOVABLE BOLLARD NOTED CONCRETE FOOTING REMOVABLE PIPE BOLLARD "=11-0" COUNTER FLASHING CAULK, FILL TO TOP OF RE6LET , TYP RE&LET FLASHING FOAM WEDGE METAL ANCHOR, GASKETED WITH 55 WASHER AND NEOPRENE, TYP ROOF MEMBRANE DRIP EDGE, TYP ;fl TILT PANEL, a STRUCTURAL FLASHING DETAIL NTS PAINTED METAL FLASHING AROUND CHANNEL B.O. CHANNEL PER ELEV. 12" CHANNEL STEEL CHANNEL 5/4"=1'-0" EXISTING TPO ROOFING 0/ DOVER BOARD, R -II RIGID INSULATION 4 PLYWOOD AaM1� I' -0" JOIST GIRDER BEAM COLUMN T.O.P EXI5TIN6 + 22'-6" TAD. EXISTIN6t 21' -10" TAD. NEW 21'-6" 5 — PROVIDE NEW FLASHING PATCH ROOF A5 REGD. . \EXISTING STRUCTURE EXISTING CONCRETE TILT -UP EXISTING FILMIER BEYOND /4 3/ 3/4° 3/4' EXISTING PARAPET /SCUPPER n TYP. PANEL JOINT "=r-0" FLASHING ROOF DECK ROOF MENBRME COVER BOARD TOP PLATE SEE STRUCTURAL BIRDSCREEN 6° 4) DOWNSPOUT SCUPPER /CONDUCTIOR HEAD 11/2 " =1' -0" ROOF ELEV. t`1 FLASHING SCUPPER BEYOND OVERFLOW OPENING 1 OPEN I" 6" O / / 11 MTL SCUPPER 6" DIA. PVC DOWN SPOUT CONDUCTOR HEAD ELEV. 1 I/2 " =1' -0" ROOF VENT I 1/2"=1'-0" LEAD CAP VENT PIPE LEAD FLASHING SEAL ALL AROUND TYP TYP ROOF SYSTEM 3 " =1' -O" SEALANT 4 BACKER CONCRETE WALL PANEL SEALANT 4 BACKER HORIZ. REVEAL GONG TILT -UP WALL PANEL HORIZ REVEAL TYP. VERTICAL REVEAL 3 " =1' -O" a my m 3/4" CODE COMPII OR ,A op,�rnVED CAE SEp 0 7 2010 a City of Tukwila o►i CONCRETE WALL PANEL giu ¢ REVEAL SEE ELEVATIONS !� L TYP. HORIZONTAL REVEAL 3"=1'-0" r;3 /4° 2 1 /4" SEALANT 4 BACKER CONCRETE WALL PANEL SEALANT 4 BACKER b t001 z RECEIVED JUN 222010 PERMIT CENTER PLAN * TYP. OUTSIDE CORNER 5"=11-0" C a r c h 1 t e c t s 2505 Third Avenue Suite 324 Seattle, WA 98121 206. 720.. 700 1 phone 206. 720, 2949,ax WW :.Cr ftdrehitecfis,corn UZ z0 CO h wEgi a�� °C w d �J � 3 m W a) cc 3 CONSULTANT 7052 REGISTERED AR HITECT KATHRYN CRAFT STATE OF WASHINGTON ISSUE Revisions: Sheet Title: FLOOR PLAN Date: 05/xx/1 0 Design: Drawn: Project No: Approved: DPW 10- 253.03 Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A8.1 1' -11/2" PLAN 4 4 STATE DISABLED PARKING FEQUFED 1 0' VAN ACCESSIBLE GALVANIZED MOUNTING BOLTS PRE- MANUF. SIGN 4" DIA. STEEL POST W/ GAP FINISH GRADE p.,LJ' SET POST IN GONG. NOT INSTALL SIGN AT ALL ACCESSIBLE PARKING STALLS. SPACES DESIGNATED FOR VAN PARKING SHALL HAVE ADDITIONAL SIGN "VAN ACCESSIBLE" MOUNTED BELOW. ACCESSIBLE PARKING SIGN 3/4 " =1' -O" STAIRS FROM FF TO GRADE STAIR *445 + /- 2'- 3Te11' AND 4RO" STAIR #3 + /- 3'- 5T ®II' ANDbR®6" STAIR It 6 +/- 4' - 6T @11" AND 1R@6.&6" SECTION TYPICAL FIRE DEPARTMENT ACCESS STAIR PLAN AND SECTION Scale: 1/4" = 1' -0" 61113 3 1/2" x 15/5 ", 25 6A MIL. STUD FRAMING @ 24! O.G. MIL STUD RUNNER ATTACHED TO EXST. GONG. SLAB NV 5/32" DIA. LOW - VELOCITY POVVER- DRIVEN FASTENER W/ 1 1 /4" PENETRATION MIN. PER STUD MAIC AGTURER'S RECOMMENDATIONS PARTIAL HEIGHT WALL * STAIR Scale: I I /2 " =I' -O" WOOD DECK SELF FLASHING FIXED SKYLIGHT COMPLYING W/ At< STANDARD 15 -7 S13 9 U\= . L9 7 SECURITY GRILLE 2X CURB ROOF ASSEMBLY WOOD CANT RIGID INSULATION FIBERBOARD NP. MECH /SKYLIGHT CURB Scale: 3"=r-O" 6" PTO. CONCRETE GUARDRAIL AT +42" 1/2" DIA. PTD. HANDRAIL AT +36" 4 6 " x 4' -0" HT. GONG. FILLED CORED PIPE BOLLARD SIM TO DETAIL 10 /A6.1 4'-O' CLR 3' -I0 I 1 /2" CONCRETE STAIR PLAN 1/4 " =1' -O" :fl REVIEWED FOR CODE COMPLIANCE APPRAVED SEP 07 MU City of Tukwila BUILDING DIVIgifnl CORNER OF CONCRETE WALL 6" POURED IN PLACE CONCRETE WALL -I/2 "4) ROUND STL HNDRL WELD 4 GRIND SMOOTH FOR PAINT FINISH BROOM FINISHED CONCRETE LANDING 4 TREADS 0/ STRUCTURAL FILL RISERS MAX. LEADING EDGE RADIUS @ STAIR: 1/2" PER IBC 1005.3.2 SECTION AT CONCRETE STAIR 1/4 " =1' -O" EXTRUDED CONCRETE CURB ASPHALT PAVING ROCK BASE CONTRACTOR OPTION. RECEIVED STEEL TIE BARS @ I FT. JUN 2 2 2010 EA. SIDE OF EVERY PERMIT CENTER JOINT OR USE AN ADHESIVE EXTRUDED CURB b(0-m-ik72.- 1"=1'-0" 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206,720,2949 fax www.craftarchitects.com UZ z0 cd".1 Ec-i 0#->- I-J< � a °C w a. W,J S m � H W cr) 2 cf) CONSULTANT 7052 REGISTERED RCHITECT -- •ID • . KATHRYN STATE OF W CRAFT HINGTON ISSUE Revisions: Sheet Title: SITE DETAILS Date: 06/21/10 Design: Drawn: DPW Project No: 10- 253.03 Approved: Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A8.2 I . . . . 7 4 d- AS.2 I' -0' I'-0' / ti * VARIES 64" / / , / / 1' -11/2" PLAN 4 4 STATE DISABLED PARKING FEQUFED 1 0' VAN ACCESSIBLE GALVANIZED MOUNTING BOLTS PRE- MANUF. SIGN 4" DIA. STEEL POST W/ GAP FINISH GRADE p.,LJ' SET POST IN GONG. NOT INSTALL SIGN AT ALL ACCESSIBLE PARKING STALLS. SPACES DESIGNATED FOR VAN PARKING SHALL HAVE ADDITIONAL SIGN "VAN ACCESSIBLE" MOUNTED BELOW. ACCESSIBLE PARKING SIGN 3/4 " =1' -O" STAIRS FROM FF TO GRADE STAIR *445 + /- 2'- 3Te11' AND 4RO" STAIR #3 + /- 3'- 5T ®II' ANDbR®6" STAIR It 6 +/- 4' - 6T @11" AND 1R@6.&6" SECTION TYPICAL FIRE DEPARTMENT ACCESS STAIR PLAN AND SECTION Scale: 1/4" = 1' -0" 61113 3 1/2" x 15/5 ", 25 6A MIL. STUD FRAMING @ 24! O.G. MIL STUD RUNNER ATTACHED TO EXST. GONG. SLAB NV 5/32" DIA. LOW - VELOCITY POVVER- DRIVEN FASTENER W/ 1 1 /4" PENETRATION MIN. PER STUD MAIC AGTURER'S RECOMMENDATIONS PARTIAL HEIGHT WALL * STAIR Scale: I I /2 " =I' -O" WOOD DECK SELF FLASHING FIXED SKYLIGHT COMPLYING W/ At< STANDARD 15 -7 S13 9 U\= . L9 7 SECURITY GRILLE 2X CURB ROOF ASSEMBLY WOOD CANT RIGID INSULATION FIBERBOARD NP. MECH /SKYLIGHT CURB Scale: 3"=r-O" 6" PTO. CONCRETE GUARDRAIL AT +42" 1/2" DIA. PTD. HANDRAIL AT +36" 4 6 " x 4' -0" HT. GONG. FILLED CORED PIPE BOLLARD SIM TO DETAIL 10 /A6.1 4'-O' CLR 3' -I0 I 1 /2" CONCRETE STAIR PLAN 1/4 " =1' -O" :fl REVIEWED FOR CODE COMPLIANCE APPRAVED SEP 07 MU City of Tukwila BUILDING DIVIgifnl CORNER OF CONCRETE WALL 6" POURED IN PLACE CONCRETE WALL -I/2 "4) ROUND STL HNDRL WELD 4 GRIND SMOOTH FOR PAINT FINISH BROOM FINISHED CONCRETE LANDING 4 TREADS 0/ STRUCTURAL FILL RISERS MAX. LEADING EDGE RADIUS @ STAIR: 1/2" PER IBC 1005.3.2 SECTION AT CONCRETE STAIR 1/4 " =1' -O" EXTRUDED CONCRETE CURB ASPHALT PAVING ROCK BASE CONTRACTOR OPTION. RECEIVED STEEL TIE BARS @ I FT. JUN 2 2 2010 EA. SIDE OF EVERY PERMIT CENTER JOINT OR USE AN ADHESIVE EXTRUDED CURB b(0-m-ik72.- 1"=1'-0" 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206,720,2949 fax www.craftarchitects.com UZ z0 cd".1 Ec-i 0#->- I-J< � a °C w a. W,J S m � H W cr) 2 cf) CONSULTANT 7052 REGISTERED RCHITECT -- •ID • . KATHRYN STATE OF W CRAFT HINGTON ISSUE Revisions: Sheet Title: SITE DETAILS Date: 06/21/10 Design: Drawn: DPW Project No: 10- 253.03 Approved: Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: A8.2 STRUCTURAL DRAWING ABBREVIATIONS: A.B. ADJ. A.F.F. ALT. APPROX. ARCH. BM BLDG BLKG BRC BRG BTWN BOT. CA C.C. C.I.P. C.J. CLG CLR CMU COL. CONC. CONN. CONST. CONT. CONTR. COORD. C.P. C.S. d DBL DET. DF DIA. /0 DIM. D.L. D.O. DN D.S. DWG DWL (E) EA. EL. /ELEV. EQ. EQUIP. E.F. E.S. E.W. EXP. EXT. F.B. F.D. FDN FIN. FLG FLR F.O.C. F.O.F. F.O.S. F.P. F.S. FT FTG GA. GALV. G.L. GLB GR. GWB HD HDR HORIZ. HSS HT IBC I.D. I.F. IN. INFO. INT. JST K KIP KSF ANCHOR BOLT ADJACENT ABOVE FINISHED FLOOR ALTERNATE APPROXIMATELY ARCHITECTURAL BEAM BUILDING BLOCKING BRACING BEARING BETWEEN BOTTOM CAMBER CENTER-TO--CENTER CAST -IN -PLACE CONSTRUCTION JOINT CENTERLINE CEILING CLEAR CONCRE T E MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTRACTOR COORDINATE COMPLETE PENETRATION CLOSURE STRIP JOINT PENNY SIZE DOUBLE DETAIL DOUGLAS FIR DIAMETER DIMENSION DEAD LOAD DITTO DOWN, DOWNSPOUT DRAWING DOWEL EXISTING EACH ELEVATION EQUAL EQUIPMENT EACH FACE EACH SIDE EACH WAY EXPANSION EXTERIOR FLUSH BEAM FOOTING DRAIN FOUNDATION FINISH FLANGE FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF STUD FULL PENETRATION FAR SIDE FOOT FOOTING GAGE GALVANIZED GLULAM GLULAM BEAM GRADE GYPSUM WALL BOARD HOLDOWN HEADER HORIZONTAL HOLLOW STRUCTURAL STEEL HEIGHT INTERNATIONAL BUILDING CODE INSIDE DIAMETER INSIDE FACE INCH INFORMATION INTERIOR JOIST KIP (1000 Ibs) KIPS PER SQUARE INCH KIPS PER SQUARE FOOT LBS /# LF L.L. LLH LLV LSH LSL LVL M.B. M.B.S. MAX. MECH. MEZZ. MFR MTL MIN. MISC. N.I.C. (N) NO. NOM. N.S. NTS o.c. 0.0. 0.F. OPNG OPP. OSB OVS P P.A. P.C. PCF PEN. P.L. PLYWD PNL PSF PSI PSL PT P.T. R.D. R.O. REINF. REQ'D REV. RTN SCHED. SECT. SHT. SHTHG SIM. S.J. S.O.G. SP. SPEC. SQ. SSH STD STIFF. STL STRUCT. SYM T &B T &G TH K TJ I T.O.C. T.O.F. T.O.J. T.O.W. U.N.O. VERT. w/ WF w/o WD W.H.S. WP WT W.W.F. POUNDS LINEAR FOOT LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LONG SLOTTED HOLE TIMBERSTRAND MICROLLAM MACHINE BOLT METAL BUILDING SUPPLIER MAXIMUM MECHANICAL MEZZANINE MANUFACTURER METAL MINIMUM MISCELLANEOUS NOT IN CONTRACT NEW NUMBER NOMINAL NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPENING OPPOSITE ORIENTED STRAND BOARD OVERSIZED HOLE POST POWDER ACTUATED PRECAST POUNDS PER CUBIC FOOT PENETRATION PLATE PROPERTY LINE PLYWOOD PANEL POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PARALLAM POINT PRESSURE TREATED ROOF DRAIN ROUGH OPENING REINFORCING REQUIRED REVISION RETURN SCHEDULE SECTION SHEET SHEATHING SIMILAR SHRINKAGE CONTROL JOINT SLAB ON GRADE SPACE SPECIFICATION SQUARE SHORT SLOTTED HOLE STANDARD STIFFENER STEEL STRUCTURAL SYMMETRICAL TOP & BOTTOM TONGUE & GROOVE THICKNESS TRUS JOIST TOP OF CONCRETE TOP OF FOOTING TOP OF JOIST TOP OF WALL UNLESS NOTED OTHERWISE VERTICAL WITH WIDE FLANGE WITHOUT WOOD WELD HEAD STUD WORK POINT STRUCTURAL TEE WELDED WIRE FABRIC 'SPECIAL INSPECTIONS FREQUENCY: �r..����, . _.. yr�... FRFQUINCY OF ..u.�, INSPECTION ...�_ W...� .� _.. �. �., w_m..N�.a._�- ...�, ...._..� .�...,_�..,..,�.� a.�.- a ���.u.�.9,r...�...2.. ,..,� . PECIAL INS .N SPECTIONS PER IBC SECTION 1704 NOT E X DENOTES REQUIRED INSPECTION FREQUENCY Q Q - -s... ..., _. ,., w _ - - ..._z... wM,..._ REQUIRED VERIFICATION AND INSPECTION CONTINUOUS PERIODIC SOILS: REID MIDDLETON, INC. VERIFY MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. X VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. X PERFORM CLASSIFICATION AND TESTING CONTROLLED FILL MATERIAL. - -- X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL. X --- PRIORTO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT THE SITE HAS BEEN PREPARED PROPERLY CONCRETE CONSTRUCTION: TAKEA MINIMUM OF 3 (4" MIN. DIAM.) CYLINDERS FOR EACH CONCRETE POUR, BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TEST ONE CYLINDERAT 7 DAYS AND THE REMAININGAT 28 DAYS. X AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE kit' ilk SECTION 1905.6. X --- INSPECTION OF REINFORCING STEEL, INCLUDINGPRESTRESSING TENDONS, AND PLACEMENT. X INSPECTION OF REINFORCING STEEL W ELDING IN ACCORDANCE a WITH INSPECTION OF STFFT , CONSTRUCTION. N.. .. , , .:... , .., , ., , _ .. _ ....: INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE ABLE LOADS HAVE BEEN INCREASED. X VERIFYING USE OF REQUIRED DESIGN MIX. - -- X INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X INSPECTION FOR MAINTENANCE FOR SPECIFIED CURING TEMPERATURE AND TECHNIQUES. - -- X ERECTION OF PRECAST CONCRETE MEMBERS INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMEN SION OF THE CONCRETE MEMBER BEING FORMED. X X EXPANSION BOLTS INTO CONCRETE PER MANUFACTURERS ICC REPORT. SEE ANCHORAGE TO CONCRETE SECTION OF GENNERAL NOTES. X SCREW ANCHORS INTO CONCRETE PER MANUAA CTURERS ICC REPORT. SEE ANCHORAGE TO CONCRETE SECTION OF GENERAL NOTES GANCHOR BOLTS AND REBAR INTO EPDXY FOR FASTENING --- x CONCRETE PER MANUFACTURERS ICC REPORT. SEE ANCHORAGE TO CONCRETE SECTION OF GENERAL NOTES. X WOOD CONSTRUCTION: FABRICATION OF HIGH-SHEAR DIAPHRAGMS A) GRADE AND THICKNESS OF SHEATHING. -- X B) SIZE OF FRAMING MEMBERS AT PANEL EDGES. - -- X C) NAIL DIAMETERAND LENGTH. -- x D) NUMBER OF NAIL LINES AND SPACING OF NAILS. X STEEL CONSTRUCTION: MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS: A) IDENTIFICATION MARKINGS TO CONFORM TO ASTM - -- X P EAPPROVED CONSTRUCTION STANDARDS SPECIFIED IN THE DOCUMENTS. B) MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. . - -- . X INSPECTION OF HIGH - STRENGTH BOLTING A) . BEARING -TYPE CONNECTIONS. -- X B) SLIP - CRITICAL CONNECTIONS. X X MATERIAL VERIFICATION OF STRUCTURAL STEM ,: A) ^ IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARD SPECIFIED IN THE APPROVED coNSiiiiiCiiix4 DOCUMENTS. - B) MANUFACTURES' CERTIFIED MILL TEST REPORTS. - -- - -- MATERIAL VERIFICATION OF WELD FILLER MATERIALS: Al_ IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS. B) MANUFACTURES' CERTIFICATE OF COMPLIANCE REQUIRED. - - -- INSPECTION OF WELDING A) STRUCTURAL STFFT,: 1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. X --- 2) MULTIPASS FILLET WELDS. X - -- 3) SINGLE -PASS FILLET WELDS GREATER THAN 5/16" X 4) SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16". - -- X 5) FLOOR AND ROOF DECK WELDS - -- X B) REINFORCING STEEL: 1) VERIFICATION OF W ELDABILITYOF REINFORCING STEEL OTHER THAN A STM A -706. - -- X 2) REINFORCING STFFT,- RESISTINGFLEXURAL AND AXIAL FORCES IN IN AND ND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. X -- 3) SHEAR REINFORCEMENT: X - -- 4) OTHER REINFORCING STFFT.. - -- X INSPECTION OF STRFT . FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS: A) DETAILS SUCH AS BRACING AND STIFFENING. - -- x B) MEMBER LOCATIONS. - -- - -- C) APPLICATION OF JOINT DETAILS AT EACH CONNECTION. - -- CONTRACTORS RESPONSIBILITY (IBC SECTION 1700 CONTINUED: 4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION. SPECIAL INSPECTIONS: SPECIAL INSPECTION PER IBC SECTION 1704. A COPY OF ALL INSPECTION REPORTS AND INSPECTIONS N S TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE CONSTRUCTION AND OFF SITE FABRICATION SPRINKLER SUPPORT NOTES: 1A. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A "MAIN" FOR THE PURPOSE OF THESE NOTES. B. THE BIDS FOR BOTH THE SPRINKLER AND JOISTS ARE TO INCLUDE ALL HANGERS, BRACES, ETC., AND ACCOUNT FOR THE LOADS INDICATED: 2A. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST. B. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST. 3. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE: A. PLACED MID -WAY BETWEEN TWO JOISTS AND BE TRAPEZED SO EACH JOIST SUPPORTS HALF THE LOAD. B. SUPPORTED AT 10' -0" ON CENTER MAXIMUM. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: PIPE SIZE WT PER FOOT HANGER VERTICAL LOAD EXAMPLE: 8" 51# GIVEN: 8" DIAMETER MAIN -- SUPPORTS AT 5' ON CENTER 6" 32# FIND: HANGER DESIGN LOAD 24# SOLN: 51 #/FT X 10' = 510# 4" 17# ADDN'L PER NFPA #13 = 250# 3 -1/2" 14# TOTAL SUPPORT DESIGN LOAD = 760 # /HGR 5" ALL HANGERS TO BE DESIGNED, SUPPLIED AND INSTALLED BY THE SPRINKLER SUPPLIER. 5. SPRINKLER LATERAL SWAY BRACING (AT 90 DEGREES TO MAIN) TO BE: A. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING. B. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER. C. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER FILLED PIPE WEIGHT TIMES THE SWAY BRACE SPACING. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCHITECT AND JOIST MANUFACTURER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC. 7. THE ROOF JOIST DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOF DIAPHRAGM. SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH. 1) REINFORCING STEEL a)structural concrete elements i.e. beams, walls, col, ftgs, etc. 2) STRUCTURAL STEEL ITEMS 3) STEEL JOISTS & GIRDERS THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND UANTITIES ARE THE RESPONSIBILITY OF THE V QUANTITIES AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A LICENSEDWASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS: IT SHALL BE THE GENERAL CONTRACTOR AND /OR SUB - CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEM. STAIRS: STAIRS TO BE DESIGNED BY OTHERS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ELEVATORS: ELEVATOR RAIL SUPPORTS AND HOIST BEAMS (IF REQUIRED) SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND ELEVATOR SUPPLIER. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING AND COORDINATING THE INSTALLATION OF THESE ITEMS PRIOR TO ERECTION OF FLOOR AND ROOF STRUCTURE. REINFORCING STEEL CONTINUED: C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS & JOIST - #11 BAR & SMALLER 3/4" BEAMS & COLUMNS 1 -1/2" PRECAST PANELS #8 BARS & SMALLER 1 EXTERIOR FACE #9 BARS & LARGER 2" EXTERIOR FACE (SEE ITEM 'C' ABOVE FOR INTERIOR FACE.) WELDED REBAR: WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (P REHEAT ALL GRADE 60 REBAR PRIOR TO WELDING.) USE FRESH E90XX LOW HYDOGEN ELECTRODES TO WELD GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS D1.4, RECOMMENDED PRACTICES FOR. WELDING REINFORCING STEEL. REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF .35 %. ALL WELDS TO BE BY WABO CERTIFIED WELDERS. STRUCTURAL STEEL: SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy = 46,000 psi). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO ASTM A992, GRADE 50 (Fy = 50,000 psi). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36,000 psi) OR ASTM A992 GRADE 50 (Fy = 50,000 psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D1.1 AND BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT DIPPED GALVANIZED. MACHINE BOLTS TO BE A307. HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3) OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL INSPECION PER AISC SPECIFICATIONS. ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.2 TABLE 8.1 UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT, CALIBRATED WRENCH, TWIST- OFF -TYPE (ASTM F1852), OR DIRECT - TENSION INDICATOR (ASTM F959) PER AISC SPECIFICATIONS. STEEL JOISTS AND JOIST GIRDERS: STEEL JOISTS ARE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATIONS, 13TH EDITION AND STANDARD SPECIFICATIONS FOR STEEL JOISTS AS ADOPTED BY THE STEEL JOIST INSTITUTE. JOIST MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. SHOP DRAWINGS AND DESIGN CALCULATIONS, STAMPED BY A LICENSED WASHINGTON STRUCTURAL ENGINEER, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY BEAR THE STAMP OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND CALCULATIONS STAMPED BY THE SAME ENGINEER ARE SUBMITTED ALONG WITH THE SHOP DRAWINGS. DESIGN CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: ROOF JOIST ROOF JOIST LOADING -- TOP CHORD -- BOTTOM CHORD.... DEFLECTION -- LIVE LOAD -- TOTAL LOAD 25 PSF L.L. PLUS 9 PSF D.L. .... 6 PSF D.L. L/360 L/240 STEEL JOIST SUPPLIERS NOTE: THE JOIST CONFIGURATIONS, INCLUDING DEPTHS AND SPACING, SHOWN ON THE DRAWINGS INDICATE THE DESIRED JOIST CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE. IF A JOIST MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE JOIST CONFIGURATION INDICATED, HE OR SHE IS TO SUBMIT WRITTEN NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER, ARCHITECT AND ENGINEER. WHERE IT IS NECESSARY TO BUTT OPPOSITE JOISTS OVER A NARROW SUPPORT WITH BEARING LENGTH LESS THAN MINIMUM REQUIREMENT, SPECIAL END CONDITIONS (SHORT BEARING LENGTH) SHALL BE DESIGNED BY THE JOIST MANUFACTURER PER SJI SPECIFICATION SECTION 104.4(b). IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND JOIST MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE JOIST MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. FRAMING LUMBER: BASE VALUES 2x, 3x, 4x MEMBERS D.F. #2 Fb = 900 psi LUMBER NOT NOTED SHALL BE D.F. #2 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA WESTERN LUMBER GRADING RULES -- 2005 EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL STEEL SECTION. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. WOOD SHEATHING: ROOF SHEATHING 15/32" OSB STRUCTURAL I PANELS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS W/EXTERIOR GLUE.....INDEX 32/16 ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1 -07. ALL O.S.B. SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 2 -04. NAILING SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING ROOF SHEATHING. PRECAST PANELS: PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND HE SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF HANDLING AND ERECTION OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE "EMBECO" MASTER FLOW #713 BY MASTER BUILDERS, INC. OR APPROVED EQUAL. SEE DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PANELS. STATEMENT OF SPECIAL INSPECTIONS: SPECIAL INSPECTIONS SHALL BE PERFORMED AS OUTLINED IN THE STRUCTURAL NOTES. TESTING SHALL BE IN ACCORDANCE WITH THE SPECIAL INSPECTION SECTION OUTLINED ON THIS DRAWING SHEET. A SEPARATE STATEMENT OF SPECIAL INSPECTIONS AS REQUIRED PER IBC SECTION 1705 SHALL BE PROVIDED BY OTHERS FOR ALL MATERIALS, SYSTEMS, COMPONENTS AND WORK NOT INCLUDED IN THE STRUCTURAL DRAWINGS. SPECIAL INSPECTION FOR SEISMIC RESISTANCE: SPECIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED FOR THE FOLLOWING COMPONENTS AND SYSTEMS: 1) ROOF TOP HVAC UNITS CONTAINING HAZARDOUS MATERIALS 2) WALL TIES 3) ROOF DIAPHRAGM 4) DRAG STRUTS 5) SHEAR WALLS 6) CONCRETE PANEL REINFORCING AND CONNECTIONS 7) FOUNDATION REINFORCING CONTRACTORS RESPONSIBILITY (IBC SECTION 1706): THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM OR WIND OR SEISMIC RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUMMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING: 1. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS; 2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL; 3. PROCEDURES FOR EXERCISING CONTROL. WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD & FREQUENCY OF REPORTING & DISTRIBUTION OF THE REPORTS; AND (CONTRACTOR'S RESPONSIBILITY (IBC SECTION 1706) CONTINUED ABOVE LEFT) GENERAL NOTES CODE: INTERNATIONAL BUILDING CODE, 2006 EDITION REFERENCE STANDARDS: AN ARDS: LOADS .ASCE 7 -05 CONCRETEACI 318 -05 STEEL ..AISC 13TH EDITION MASONRY.......ACI 530 -05 /ACI 530.1 -05 WOOD NDS 2005 BUILDING OCCUPANCY CATEGORY = II IMPORTANCE FACTOR = 1.0 LIVE LOADS: ROOF 25 PSF SNOW LOAD WITHOUT DRIFT WIND ...85 MPH ZONE, EXPOSURE "B", IW = 1.0 SEISMIC DESIGN INFORMATION: SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYS� STRUCTURAL WALLS. THE STUCTURE WAS ANALYSED US FORCE PROCEDURE. R= 5.0 Ss =138.9% Si = 47.5% Cs =0.167 IE = 1.0 SITE SOIL CLASS = E SEISMIC DESIGN C • RY = D BASE SHEAR, V = S2a = 2.50 SDS = 0.833 Snt = 0.760 FOUNDATIONS: FOUNDATION DESIGN PER GEOTECHNICAL REPORT # ES- 1581.01 DATED MAY 19, 2010, BY EARTH SOLUTIONS NW, LLC. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS. ALLOWABLE SOIL BEARING CAPACITY....2500 PSF PASSIVE SOIL RESISTANCE . 350 PCF ACTIVE SOIL PRESSURE .35 PCF AT -REST EARTH PRESSURE . 50 PCF COEFFICIENT OF FRICTION ...0.40 ST JG ERAL CDEC PL IANGE U OMP APPRCIVED SEP072010 City of Tukwila BUILDING DIVISION SIB N ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT GRADE. GEOTECHNICAL ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO POURING. ALL FOOTINGS SHALL BEAR ON SUBGRADE PER GEOTECHNICAL REPORT. ALL SLABS SHALL BEAR ON 4" CAPILLARY BREAK AND SUBGRADE PER GEOTECHNICAL REPORT. SEE THE GEOTECHNICAL REPORT FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, PRELOAD REQUIREMENTS AND ADDITIONAL INFORMATION. S LABS ON GRADE: THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR R SIMIL O AR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN INCLUDED IN THE DESIGN OF THE FLOOR SLAB. THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE, REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING. CONTROL JOINTS SHALL BE SOFF CUT JOINTS PER THE DETAILS ON THE STRUCTURAL DRAWINGS. JOINTS SHALL BE CUT 0 TO 2 HOURS AFTER FINAL FINISH AT EACH JOINT LOCATION (AS SOON AS THE SLAB WILL SUPPORT THE SOFF CUT MACHINE AND OPERATOR). COMPLY WITH THE SOFF -CUT INTERNATIONAL, INC. INSTRUCTIONS FOR THE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH EUCO 7003 AS MANUFACTURED BY CONSTRUCTION MATERIAL CHEMICAL INDUSTRIES OR APPROVED EQUAL. THE JOINT FILLER SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURERS SPECIFICATIONS. INSTALL THE JOINT FILLER AS LONG AFTER THE SLAB HAS BEEN POURED AS POSSIBLE, BUT NOT LESS THAN 90 DAYS AFTER THE SLAB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND, AND FREE OF ALL OIL, DIRT, DEBRIS, PAINT AND ANY OTHER MATERIAL THAT MAY BE A BOND BREAKER. CONCRETE: ALL CONCRETE SHALL BE STONE - AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 145 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE. AS FOLLOWS: fc = 3000 psi FOR FOOTINGS fc = 4000 psi FOR PRECAST WALL PANELS fc = 3500 psi FOR ALL SLABS ON GRADE. DESIGN MIX FOR SLABS ON GRADE SHALL PROVIDE A MIX WITH A MAXIMUM SHRINKAGE OF 0.03% AT 42 DAYS. CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED 6% PLUS OR MINUS 1 %. CONCRETE SUBMITTALS SHALL CONFORM TO IBC SECTION 1905. MIXING AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318 -05. PROPORTION OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX, WITH A MAXIMUM SLUMP OF 4 INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN BASES SHALL BE "HI -FLOW GROUT" AS MANUFACTURED BY THE EUCLID CHEMICAL CO. OR APPROVED EQUAL. ANCHORAGE TO CONCRETE: EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION (REQUIRED) AND INSTALLATION PER ICC REPORT ESR -1917 DATED SEPTEMBER 2007. EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE HILTI HIT -RE 500 -SD ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION. (REQUIRED) AND INSTALLATION SHALL BE IN DRILLED HOLES PREPARED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND ICC REPORT ESR -2322 DATED JULY 2009. ANCHOR RODS INTO CONCRETE SHALL BE GRADE 36 MANUFACTURED & INSTALLED PER ASTM F1554. ALL ANCHOR RODS/BOLTS ATTACHING PRESSURE TREATED WOOD PLATES TO CONCRETE SHALL BE HOT DIPPED GALVANIZED. MINIMUM EMBEDMENT FOR ANCHOR BOLTS IN CONCRETE SHALL BE PER IBC TABLE 1911.2, UNLESS INDICATED OTHERWISE. ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE PROVIDED w /3" X 3" X 3/16" THICK (MIN) PLATE WASHERS. ANCHORAGE SUBSTITUTIONS MUST BE APROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. REINFORCING STEEL: ALL REINFORCEMENT SHALL CONFORM TO ASTM A615. (SEE BELOW FOR WELDED REBAR). ALL REINFORCING SHALL BE GRADE 60 (Fy = 60,000 psi; Fs = 24,000 psi). LAP CONTINUOUS REINFORCING BARS IN CONCRETE AS INDICATED BELOW CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO CONFORM TO ASTM A82 AND A185. WELDED HEAD STUDS SHALL CONFORM TO ASTM A108 (Fy=55,000 psi). REBAR FOR TILT -UP PANELS SHALL BE A706. A615 REBAR IS ACCEPTABLE IF MILL TESTS SHOW: 1) Fy DOES NOT EXCEED 60,000 psi BY MORE THAN 18,000 psi, AND 2)THE RATIO OF ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25. MINIMUM LAP SPLICE LENGTHS BAR SIZE fc =2500 fc =3000 fc =3500 28" 26" #4 #5 #6 #7 #8 31" 39" 47" 68" 78" 36" 43" 62" 71" 33" 40" 58" 66" fc =4000 25" 31" 37" 54" 62" THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS INDICATED OTHERWISE ON DRAWINGS): A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH 3" EARTH FACE B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) #6 THROUGH #18 BARS 2" #5 BARS & SMALLER 1 -1/2" (REINFORCING STEEL CONTINUED ABOVE LEFT) 5f"k a r c h i t e c t s 2505 Third Avenue Suite 324 Seattle, WA 9812I 206.720.7001 phone 206.720.2949 fax www.craftarchttects.com IEVFEWE ri It PM PI REID MIDDLETON, INC. U Z Z O (0 _ W �i'� V ni W F�LU^ > VJ W CO <C = W VJ vJ O 0 0) .0 /5 •0 2 c d0 U .c= iF E E E rn 0) .c 0 0 z o. • 0 N N•� T Via( CONSULTANT TO fi EI SHUTLER - CONSULTING =II MI NM ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 ISSUE 6 -22 -10 PERMIT SET 7-2-10 BID SET 8 -18 -1001 CITY COMMENTS 9- -1.0 2"d_CITY- COMMENTS Re REID IVIII7Dl f Sheet Title: GENERAL NOTES SPECIAL INSPECTIONS STRUCT. ABBREVIATIONS LIST Date: 6 -22 -10 Engineer: SG Drawn: Project No: Approved: 10 -23 JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: S 1 • 0 OF 8 P.C. PANEL SEE ELEVATION FOR REINFORCING #4271 24 "o.c. EXISTING P.C. PANEL SEE ELEVATION FOR SIZE NOTE: PAINT COLUMN BELOW SLAB w /ASPHALTIC EMULSION & COVER w /3" MIN. CONCRETE COL. BASE It. SIZE 6x6 %x9Y2x1' —O" COL. SIZE BASE fP_ 3 x14x1' -2" r1Y2" TYP. GRID LOCATION VARIES SEE PLAN FOR LOCATION ---. P.C. PANEL SEE ELEVATION FOR REINFORCING • CONC. SLAB PER PLAN EXISTING CONC. SLAB CONC SLAB PER PLAN GRID LOCATION VARIES SEE PLAN FOR LOCATION P.C. PANEL BEYOND #4 NOSING PAVING OR SIDEWALK PER ARCH.- CONC. SLAB PER PLAN PAVING OR GRADE PER ARCH. P.C. PANEL SEE ELEVATION FOR REINF. —� �- HOLD TO 1Y2" CLR. -HOLD TO 1Y2" CLR. PAVING OR GRADE PER ARCH. --- 3/4." CONT. GROUT EXISTING CONT. FTG. gcpoov BASE t PER SCHED. w/4—%"(6 EXP. BOLTS (EMBED 6" MIN.) 4r__________n . (PER PLAN) lib 0 w -HOLD TO 1Y2" CLR. —HSS COL. PER PLAN U - 2 — #5 CONTINUOUS TOP & BOTTOM CONC. SLAB PER PLAN — DIAMOND ISOLATION JT. 1 AS REQ'D. DRY PACK AFTER COLUMN IS IN PLACE. HOLD TO 1Y2" CLR. PER PLAN 11=111=01- � ,� CONT. FTG. BEYOND CONTINUE REINF. THRU PAD FOOTING - .11 II$P' II • 1I -HOLD TO 1Y2 CLR. (TYP.) BALANCE PER SECT. A -1.1 PER PLAN BALANCE PER SECTION B -1.1 EXISTING P.C. PANEL SEE ELEV. FOR SIZE SECTION A-1..1 SCALE: 3/4"=1'-0" SECTION B- SCALE: 3% " =1 ' —0" SEE FOOTING SCHEDULE FOR SIZE & REINFORCING SECTION C SCALE: 3/4 " =1 ' -0" SEE FOOTING SCHEDULE FOR SIZE & REINFORCING SECTION D- SCALE: V=1' —0" SECTION SCALE: 3/4"=1'-0" PER PLAN COL. BASE I� SIZE 6x6 Y2x12x1' —O" P.C. PANEL BEYOND — PER, ARCH. DOCK ti 1 LEVELER PIT —\ 1Dg — #4 CONT. TRIM CONC. SLAB I PER PLAN #4 NOSING (TYP.) —\ PARTITION WALL OR RAILING PER ARCH. HSS COL. PER PLAN DIAMOND ISOLATION JT. AS REQ'D. DRY PACK AFTER COLUMN IS IN PLACE. .4x4x46 CONT. TRIM w/Y2" 0x6 W.H.S. ® 12 "o.c: 6" CONC. SLAB w / #4 ® 12 "o.c. I EACH WAY —� 1 CONC. SLAB PER PLAN — #4 ® 18 "o.c. ' =1 1 lI I, EACH WAY DETAIL AT STAIR P.C. PANEL SEE ELEVATION FOR REINFORCING #4511.18"0.c. 1 -6" •CONC. SLAB PER PLAN EXISTING P.C. PANEL _,Y" FIELD VERIFY EXISTING CONC. SLAB 1" LEVELING GROUT CONC. SLAB PER PLAN HOLD TO 1Y2" CLR. (TYP.) PAVING OR GRADE PER ARCH. EXISTING CONC. SLAB BEYOND EXISTING CONC. PILASTER CONC. SLAB PER. PLAN BEYOND P.C. PANEL SEE ELEV. FOR SIZE & REINF. 2505 Third Avenue Suite 324 Seattle, WA 98121 206,720,7001 phone 206.720,2949 fax www,craftarchltect cam #4 HORIZ. ® 12 "o.c. HOLD TO 1Y2" CLR. 6" C.I.P. WALL ct w 11' 11 . 11 )t • A A ° •d PAVING PER ARCH. #4 VERT. ® 16 "o.c.. - 4" CONC. SLAB PER PLAN N EXISTING FOOTING — m0 Q z F--w < < o c �w` eU a� as t Eco o E) _ H c o .2 a€ z °$ iii 2 E (c":1a� 6" CONC. WALL PER PLAN L__ -__ __ -- __ -- —111 -1 I 11=111=111- I I — =rl rII I -III= EXISTING I— III = =I1 SEE FOOTING SCHEDULE CONT. FTG. 1 11 -I I -III FOR SIZE & REINFORCING CONTRACTOR TO VERIFY CLEARANCE FOR NEW FOOTING & NOTIFY ENGINEER OF CONFLICTS DO NOT CUT EXISTING FOOTING CONT. FTG. PER SECTION A -1.1 (PER PLAN) DETAIL 2 - #4 CONT. SECTION F -1.1 SCALE: 3/4"=1'-0" l—IIIi III . SECTION G -1 SCALE: 314."=1'-0" 1' -4 SECTION H -1.1 SCALE: % " =1' -0" 1j1 SEE FTG. SCHED. FOR SIZE & REINF. SECTION J- SCALE: 3/4 " =1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED 1.1 1 SEP o 7 2010 City of Tukwila BUILDING DIVIsIt1M 4— #5x3' -6" DOWELS TO MATCH CONT. FTG. REINFORCING (EPDXY GROUT 6" INTO EXISTING FOOTING) CONT. FTG. PER SECTION A -1.1 SECTION K -1.1 SCALE: 3/4 " =1' -0" EWHEWAVEI5 SEP c'Oi0 [12 REID MIDDLETON, INC.. AUG 1 0 2010 1n CONSULTANT !• SHUTLER isok .Ems CONSULTING. arr M ENGINEERS Inc. 12503 Bel-Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 A CITY COMMENTS Revisions: Sheet Title: FOUNDATION SECTIONS Date: 6-22-10 Engineer: Drawn: SG Project No: Approved: 10 -23 JS Original drawing is 24" x 36 Scale entities accordingly if reduced Sheet No: 2 OF 8 TYPICAL FTG. REINF. RAIN LEADER PER ARCH. NOT PERMITTED AT PAD FOOTINGS P.C. PANEL MATCH FTG. REINF. THUS c 0 RAIN LEADER PER ARCH. 0 1 r I l 4 . 1YPICAL FOOTING BLOCK- OUT AT RAIN LEADERS P.C. PANEL MATCH CONT. 1' -0" REINF. THUS (PER PLAN S (PER PLAN) CONT. REINF. PER FDN 1111,111 -111 SECTIONS (TYP.) 3/4" CONT. GROUT (TYP.) ti TYP. 1' -6" 1.5 H 1/2" JOINT-) 111,IIIIj1111 STEP FOOTING DETAIL 3/4 CONT. GROUT (TYP.) ;IIi,;,lll, P CONT. REINF. 1 L PER FDN. SECTIONS MATCH CONT. REINF. w /CORNER R BARS THUS: N `i I 1' -6" 2' -6" BLOCK OUT UPPER FTG. FOR PANEL I111,,1(111j1111- PLAN - 111 -111- MATCH FTG REINF. THUS CONT. FTG. BEYOND (PER PLAN) o 0 N 321' -0" (MATCH EXISTING) 0'- • 20' -0" 220' -6" 0 • 40' -0" 0 40' -0" 40' -0" 40' -O" 40' -0" 40'-6" 35 FACE OF PANEL (- 4'- 73/4" F • 0 (PER PLAN) STEP FOOTING DETAIL AT CORNER #4x3' -0" DOWEL ® 24 "o.c. o" JOINT LOCATION PER FOUNDATION PLAN CONCRETE SLAB PER PLAN VAPOR BARRIER PER SOILS REPORT AT LOCATIONS PER ARCH. DRAWINGS HOLD 1 1/2 TO it OF REBAR 4 " CAPILLARY BREAK PER SOILS REPORT CLOSURE STRIP JOINT (C.S.) 00 (-5'-5N.")\ FACE OF PANEL 20' -3 w 0 A -1.1 1° F5.0 PANEL, FTGS r& COL.'S BEYOND (- 4' -73/" 4 J -1.1 P "P.C. NEL S.J. S.J. H -1.1 •c2 F5.0 1.1 F5.0 C.S. S.J. S.J. S.J NOTE: PROVIDE TROWELED CONTROL JT. AT ALL CORNERS OF CLOSURE POUR AND AS A CONTINUATION OF ALL SLAB JOINTS. 1 w 71i." OV) X in -10 E -1.1 C.J. 5' -0" CLOSURE POUR S.J. F6.5 LJ F6.5 D =fit -f F6.5 L-YJ A -1.1 1 1 C.S. S.J. I vi 0 ,6y4 'PANEL S.J. FACE OF EXISTING �A =1 PILASTER o R. ( -5' -53/4" )1 OPP. _0" CONT. FTG. 1 5'_0„ CLOSURE 1 POUR 1 L H -1 1 r, C.J. S.J. ! -1.1 j 1� S.J. F5.5 1 S.J. 5" CONC. SLAB REINF. w / #4 ® 18 "o.c. EACH WAY ON 4" CAPILLARY BREAK & SUBGRADE PREPARED IN ACCORDANCE WITH THE SOILS REPORT. VAPOR BARRIER PER SOILS REPORT IN LOCATIONS PER ARCHITECT. F6.5 D= F6.5 E L_� C.J. S.J. A -1.1 E -1 S.J. S.J. -2' -0" CONT. FTG. 7Y4 "P.C. PANEL A -1.11 C.J. S.J. F6.0 D -1.1 F6.0 L-'1 F6.0 429) F6.0 L_ 2' -0" DIAMOND ISOLATION JO NT (TYP.) F6.0 C.J. S.J. C.S. 1 S.J. S.J. S.J. 1 S.J. (- 5' -6 ") TOP OF EXISTING FOOTING DEPTH TO BE VERIFIED F4.0 J F4.0 L J S.J. EXIST'G OPNG F -1.(1 I L B -1.1 L�'J L_J EXIST'G OPNG L�"J EXISTING PILASTER (TYP.) F4.0 L J c)�ro z U J w z wind L1 NEW SAWCUT OPENING 1- T -1 L 20'-6" 20' -0" 20' -0" 20' -0" 20' -O" 20' -0" 20' -O" EXISTING 5" CONC. SLAB L" L l EXISTING 1 PAD FTG (TYP.) LI l +- L_J F4.0 S.J. 5' -0" CLOSURE POUR 0 0 u7 DOCK LEVELER PER ARCH. (TYP.) STAIRS PER ARCH. (TYP.) G.S. U L J L_J REVIEW D FOR CODE COMPLIANCE Apr ? VEQ SEN 0 7 MO City of Ttikwila BUILDING n /1m I 1- 1 1 LI_ 1 NEW SAWCUT OPENING K -1.1 (- 4' -8 ") TOP OF EXISTING FOOTING DEPTH TO BE VERIFIED -4'- 73/4") 20' -0" 20' -0" 321' -O" (FIELD VERIFY) 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 1 20' -0" 20' - 6" 11/4 "x1/8" SAWN JOINT JOINT LOCATION PER FOUNDATION PLAN CONCRETE SLAB PER PLAN VAPOR BARRIER PER SOILS REPORT AT LOCATIONS PER ARCH. DRAWINGS III, ,III; ,I'I'h, NOTE: CONTROL JOINT (S.J.) MAY BE USED IN PLACE OF CONSTRUCTION JOINT (C.J.). CAPILLARY BREAK PER SOILS REPORT CONTROL JOINT (S.J.) 1/2 "0x3' -0" SMOOTH DOWEL ® 24 "o.c. CUT BOTH ENDS WITHOUT FLARE & GREASE ONE END JOINT LOCATION PER FOUNDATION PLAN CONCRETE SLAB PER PLAN VAPOR BARRIER PER SOILS REPORT AT LOCATIONS PER ARCH. DRAWINGS I I I I -I I I 4" CAPILLARY BREAK PER SOILS REPORT CONSTRUCTION JOINT (C.J.) NOTES: 0 Z0 z cn-J wm AUG 1 9 2010 REID J SEP REID MIDDLETON, INC. FOUNDATION PLAN SCALE: Y16 " =1' -0" ) TOP OF FINISHED FLOOR SLAB AT ELEVATION 30.0' IS REFERENCE DATUM 0' -0" 2) ELEVATIONS SHOWN THUS: (- '- ") INDICATE TOP OF FOOTING ELEVATIONS BELOW REFERENCE DATUM. 3) BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 1' -6" MINIMUM BELOW LOWEST ADJACENT GRADE. 4) SEE THIS SHEET FOR STEP FOOTING & SLAB JOINT DETAILS. 5) SEE SHEET S -3.0 FOR FOOTING SCHEDULE. 6) CONTRACTOR TO VERIFY ALL DIMENSIONS & CONDITIONS IN FIELD AND NOTIFY ENGINEER & ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. b OH, 2505 Third Avenue Suite 324 Seattle, WA 98121 206720.7001 phone 206,720..2949 fax www.craftarchitects cernn V Z 0 vJ co W o El-- g < run ¢ °) z 0 re 0 W �W^ a= v, IYQ W D o� m0 Q _ Z N- ll!..^^- W N H v J L.L. A QQ i • g w d W • C, 0.0 o 0 co E ▪ E E oN 0 0. a Z •o N o�� E �N a CONSULTANT M JIM MI =M- 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 SHUTLER CONSULTING ENGINEERS Inc. ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 L CITY COMMENTS Revisions: Sheet Title: FOUNDATION PLAN FOUNDATION DETAILS Date: 6 -22 -10 Engineer: SG Drawn: Project No: 10 -23 Approved: JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: S2.0 3 OF 8 321' -0" (MATCH EXISTING) 40' -0" BRIDGING BY JOIST MFR. AS REQUIRED BY SJI SPEICIFICATIONS (TYP. ALL BAYS) 24' -6 "> 4x6 DF; 2 LEDGER 0 N 23' -0 "] 23' -10 "] All TYP. 6 LOCATIONS 23' -10 "] 23' -10 "] [23' -0" C 12x20.7 LEDGER it. 6x6x3. w /4x6 DF #2 LEDGER BETWEEN JOISTS it PANEL & DRAG STRUTS BEYOND <26' -6 0 ' %2 "STRUCTURAL I OSB WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS (8'x10' OR 4'x10' SHEETS) D.S. JOIST MANUFACTURER NOTE: ADJUST WEB PLACEMENT TO ALLOW FOR TIE PLACEMENT (SEE SECTION H -5.0) 30K400 j. 30K400250 30K401 250 30K400 30K400:.250 D5{24'-6"] [24' -6 "1 A -3.0 SIM. PER ARCH. it DRAG STRUTS W18x46 4x6 DF #2 LEDGER 4x6 DF #2 LEDGER W18x46 H -5.0 ' SIM. 6"0 SPRINKLER MAIN 2x6 DF #2 STIFFENER 24 "o.c. WITH HF26N HANGER EACH END (SEE SHT. S -5.0, FOR 3x6 STIFFENER REQUIREMENTS AT STRAPS & TIES) LEDGER 4 6x604 w /4x6 DF #2 LEDGER BETWEEN JOISTS z 0 U e 0 C oI I- z LOo U w z 0 1 0 m SEE SHT. S -3.0 FOR TYP. ROOF STIFFENER o INSTALLATION I REQUIREMENTS 0 11 11 0 0 PER ARCH. 30K400 250 30K400 250 30K400.250 30K400 30K400 250 30K400 250.. 30K400 250 C 12x20.7 LEDGER 74• 6x6x34 w /4x6 DF #2 LEDGER BETWEEN JOISTS- ,—FACE OF EXISTING PILASTER 20' -6" R.D. 21' -6 "] 20' -10 "] 2O' —A" N -5.0 P 5.0 20' -10 "] 2n' —R "1 21' -6 "] 21' -2"j 1 (TYP. 16 LOC.) N -5.0 P 5.0 0 NOTE FOR NEW CONSTRUCTION: CONTRACTOR TO VERIFY WEIGHT & LOCATIONS OF ALL MECHANICAL UNITS & SPRINKLER MAINS PRIOR TO SUBMITTING ROOF TRUSS & GIRDER SHOP DRAWINGS. EXISTING 2x4 JOISTS 24 "o.c. (TYP.) NOTE FOR NEW CONSTRUCTION: ROOF JOIST MANUFACTURER SHALL DESIGN ALL ROOF JOISTS FOR AN ADDITIONAL 500# POINT LOAD FOR HVAC ALLOWANCE. SEE DETAILS ON SHEET S -3.0. LOAD TO BE PLACED AT ANY JOIST PANEL POINT (UPPER OR LOWER, ONE POINT LOAD PER JOIST). EXISTING Y2" SHEATHING EXISTING 4x14 PURLINS 8'- 0 "o.c. (TYP.) NOTES: 20'- 20' -0 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 20' -0" 1 20' -0" 20 ° -0" 20' -0" co 0 zz I-0 X 5 w l_I AUG 1 9 2010 E V ® 0 E W,\/1 E ; [ SEP :3 `%i3ii) REID MIDDLETON, INC. ROOF FRAMING PLAN SCALE: Yt6 " =1' -0 ) ELEVATIONS SHOWN THUS: [ "] INDICATE TOP OF FRAMING (BOTTOM OF PLYWOOD) ABOVE REFERENCE DATUM. 2) ELEVATIONS SHOWN THUS: < '— "> INDICATE TOP OF PARAPET ELEVATIONS ABOVE REFERENCE DATUM. 3) ELEVATIONS SHOWN THUS: € '— "i INDICATE TOP OF EXISTING PARAPET ELEVATION ABOVE REFERENCE DATUM TO BE VERIFIED BY CONTRACTOR. NOTIFY ENGINEER & ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTUCTION. 321' -0" (FIELD VERIFY) 4) MECHANICAL EQUIPMENT & DUCTS AND /OR PIPES & SPRINKLER SYSTEMS SHALL NOT BE SUSPENDED FROM OR SUPPORTED BY THE 2x6 STIFFENERS WITHOUT PRIOR CONSENT OF THE ENGINEER. ALL MECHANICAL EQUIPMENT ON THE ROOF SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACEMENT. (SHOP DRAWINGS SHOWING THE SIZE, WEIGHT & LOCATION OF ALL MECHANICAL EQUIPMENT & SPRINKLER LINES SHALL BE SUMBITTED TO THE ENGINEER PRIOR TO GIRDER FABRICATION.) 5) MECHANICAL UNIT WEIGHTS ARE IN ADDITION TO THE TABULATED LOADINGS FOR THE JOIST & GIRDERS. 6) SEE SHEET S -3.0 FOR GIRDER SCHEDULE. 7) SEE SHEET S -3.0 FOR ROOF DIAPHRAGM NAILING SCHEDULE. 8) ROOF PURLINS SHALL BE DESIGNED FOR A 7.0 PSF MINIMUM NET UPLIFT. REVIEWED FOR CODE COMPLIANCE A PDaAVED Ski' 07 2U11 City of Tukwila BUILDING DIVISION 9) CONTRACTOR TO VERIFY ALL DIMENSIONS & CONDITIONS IN FIELD AND NOTIFY ENGINEER & ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. Duo -((0z a r c h 1 t e c t s 2505 Third Avenue Suite 324 Seattle, WA 98121 206,720.7001 phone 206:720..2949 fax www.craftarchitects.com CONSULTANT SHUTLER CONSULTING ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 0 CITY COMMENTS Revisions: Sheet Title: ROOF FRAMING PLAN Date: 6 -22 -10 Engineer: Drawn: SG Project N 10 -23 Approved: JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: S2.1 4 OF8 CHANNEL PER PLAN Y" 2 MAX. 4.3x3AxO' -9" 43x3xY4x0' -5 (NOT ® SIM.) OPENING OR PANEL JOINT WHERE OCCURS ONE ANGLE (E.S. JOIST) BY JOIST MANUFACTURER GREATER THAN 3" K SERIES, 6" LH SERIES- CONCENTRATED LOAD UPPER PANEL (TYP.) LN\ / UPPER PANEL I POINT (TYP.) 3 SIDES> I` CHANNEL PER PLAN (NOT SIM.) 3 SIDES TYP. PURLIN PURLIN. OPEN WEB STEEL JOIST PLAN 4.3x3xY4 CONT. w/Y2" 0 EXP. BOLTS ® 24"o.c. (EMBED 4 ") (NOT ® SIM.) HF26N HANGER (TYP. U.N.O.) PER ARCH. (4' -0" MAX.) CHANNEL PER PLAN STEEL DECK PER ARCH. (NOT CO SIM.) SLOPE PER ARCH. F26 -2 HANGER (TYP. ® 2 -2x) HF36N HANGER (TYP. 0 3x6) ROOF HATCH SMOKE VENT SMOKE VENT HF26N HANGER (TYP. U.N.0.) PANEL POINT PLAN )i MAX. P.C. PANEL SEE ELEVATION FOR SIZE & REINFORCING -4 CONN. PURLIN PER ARCH. NOTE: ARCHITECT MUST APPROVE. THE USE OF THIS ALTERNATE DETAIL PRIOR TO USE. F26 -2 HANGER. (TYP. CO 2 -2x) HF36N HANGER (TYP. ® 3x6) 2x6 n LJ u PURLIN PURLIN CHANNEL PER PLAN (NOT ® SIM.) OPENING WHERE OCCURS SECTION A -3.0 SCALE: 3/4 " =1 ' -0 CHANNEL PER PLAN (NOT SIM.) 24.3x3xY4x0' 9" 4.3x3xY4x0' -5" (TYP.) (NOT ® SIM.) CHANNEL PER PLAN ALTERNATE SMOKE VENT FRAMING DETAIL 3 SIDES /4 TYP. CHANNEL PER PLAN CHANNEL PER PLAN (NOT 0 SIM.) 3 SIDES TYP 1/4 PLAN $3x3xY4 CONT. IN/Y2"0 EXP. BOLTS ® 24 "o.c. (EMBED 4 ") (NOT ® SIM.) PER ARCH. (4' -0" MAX.) CHANNEL PER PLAN STEEL DECK PER ARCH. (NOT ® SIM. SLOPE PER ARCH. i0'2x12x1' -0" 4.6x4x) x1' -0" w/2 -%4 "0 A307 THREADED RODS & 2- #5x2' -6" (TYP.) PLAN P.C. PANEL SEE ELEVATION FOR SIZE & REINFORCING PER ARCH. CHANNEL PER PLAN (NOT ® SIM.) SECTION B SCALE: 3Y4 " =1 ' -0" 10d NAILS (SPACING PER NAILING SCHEDULE) 10dx23fi" NAIL THRU SHEATHING & HANGER TOP FLANGE (TYP.) STIFFENER HF HANGER TOP FLANGE SHEATHING 3.0 1Y4 10dx21'a" NAIL THRU SHEATHING & TOP FLANGE OF HANGER 13/4 LVL, 13/4 LSL OR 3x D.F. NAILER BY JOIST MFR. 13/4 LVL, 13/4 LSL OR 3x D.F. NAILER PLAN BY JOIST MFR. NAILER WIDTH MUST BE EQUAL TO OR LARGER THAN JOIST TOP CHORD WIDTH NOTE: STIFFENER INSTALLATION MUST BE INSPECTED BY AN INDEPENDENT INSPECTION AGENCY. INSPECTOR MUST VERIFY INSTALLATION MEETS THIS DETAIL & PROVIDE WRITTEN REPORT STATING CONFORMANCE. 36"MAX. GAP NAIL MUST BE IN THIS AREA ALLOWABLE NAIL LOCATION IN HANGER TOP FLANGE SCALE: 3"=1' -0" 2x OR 3x STIFFENER (SEE NAILING SCHEDULE & DETAIL A -5.0) CONN. BY JOIST MFR. (TYP.) BAR JOIST PURLIN PER PLAN TYPICAL ROOF STIFFENER HANGER INSTALLATION REQUIREMENTS SCALE: 1"=1'-0" SMOKE VENT ROOF HATCH FRAMING DETAIL FRAMING DETAIL FOOTING SCHEDULE MARK SIZE REINFORCEMENT F3.0 3'- 0 "x3'- 0 "x0' -10" 3 - #5 E.W., BOTTOM F3.5 3'- 6 "x3'- 6 "x0' -10" 3 - #5 E.W., BOTTOM F4.0 4'- 0 "x4'- 0 "x0' -1 1" 4 - #5 E.W., BOTTOM F4.5 4'- 6 "x4'- 6 "x1' -0" 4 - #5 E.W., BOTTOM F5.0 5'- 0 "x5'- 0 "x1' -1" 5 - #5 E.W., BOTTOM F5.5 5'- 6 "x5'- 6 "x1' -2" 6 - #5 E.W., BOTTOM 1 F6.0 6'- 0"x6'- 0"x1 " -3" 5 - #6 E.W., BOTTOM F6.5 6'- 6 "x6'- 6 "x1' -5" 6 - #6 E.W., BOTTOM F7.0 T- 0 "x7'- O "x1' -6" 7 - #6 E.W., BOTTOM F7.5 7'- 6 "x7'- 6 "x1' -7" 7 - #6 E.W., BOTTOM F8.0 8'- 0 "x8'- 0 "x1' -8" 8 - #6 E.W., BOTTOM F8.5 8'- 6 "x8'- 6 "x1' -9" 7 - #7 E.W., BOTTOM F9.0 9'- O "x9'- 0 "x1' -10" 8 - #7 E.W., BOTTOM F9.5 9'- 6 "x9'- 6 "x1' -11" 8 - #7 E.W., BOTTOM F10.0 10' -0 "x10'- 0 "x2' -0" 9 - #7 E.W., BOTTOM FA 5' -0 "x52'- 0 "x2' -2" 5 - #5 L.W. TOP 8 - #6 L.W., BOTTOM #5 ®12 "o.c. S.W. TOP & BOTTOM NOTE: SOME FOOTINGS IN SCHEDULE MAY NOT BE USED. S.W. (TRANSVERSE) L.W. (LONGITUDINAL) TOP REINF. IS 2" CLEAR BOTTOM REINF. IS 3" CLR. E.W. (EACH WAY) TIE TRANSVERSE REINF. TO TOP OF BOTTOM REINF. & BOTTOM OF TOP REINF. TYPICAL REINFORCEMENT PLACEMENT CONCENTRATED LOAD GREATER THAN 3" K SERIES, NOTES; - 6" LH SERIES 1) WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS ARE LOCATED MORE THAN 3" FROM A PANEL POINT CENTERLINE, FOR K SERIES JOIST OR 6" FOR LH SERIES JOIST, REINFORCE THE JOIST WITH AN ANGLE BY JOIST MANUFACTURER (E.S. JOIST), EXTENDING FROM THE POINT LOAD TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD. WELD BY JOIST MANUFACTURER (TYP.) cD HANG WITHIN 3" OF ANY UPPER PANEL POINT. 02 HANG WITHIN 3" OF ANY LOWER PANEL POINT. 03 TRAPEZE BETWEEN ANY PANEL POINTS. ® ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD. SEE "DIAGONAL BRACE DETAIL ". \// SEE "DIAGONAL BRACE DETAIL" 05 ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CHORD. SEE 'DIAGONAL BRACE DETAIL ". NOTES: 1) DO NOT CUT OR DRILL THRU ANY JOIST MEMBER. 2) THIS DETAIL IS APPLICABLE TO LOADING FROM MECHANICAL EQUIPMENT, SPRINKLER PIPES, ETC. 2) REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE. ADDED DIAGONAL BRACE DETAIL ROOF GIRDER DESIGN CRITERIA MARK DEPTH NOMENCLATURE LOAD P 1 LOAD P2 LOAD P3 SEISMIC AXIAL LOAD (WORKING STRESS VALUE, U.N.O.) NET UPLIFT T.L. L.L. T.L. L.L. T.L. L.L. RG -1 30/48 30/48G5N 16.8K 16.8K 10.OK -- -- -- -- 28.08K 5 PSF RG -2 48/62 48/62G4N SPECIAL 16.8K 10.0K 13.44K 8.0K -- -- 28.08K 5 PSF RG -3 48/62 48/62G6N SPECIAL 16.8K 10.0K 13.44K 8.d< 8.4K 5.0K 28.08K 5 PSF RG -4 48/62 48/62G5N 16.8K 16.8K 10.0K -- -- -- -- 28.08K 5 PSF ROOF GIRDER SCHEDULE NOTES: 1) LIVE LOAD DEFLECTION SHALL BE LIMITED TO SPAN /360. TOTAL LOAD DEFLECTION SHALL BE LIMITED TO SPAN /240. 2) MECHANICAL EQUIPMENT LOADS, ROOF TOP UNIT LOADS & SPRINKLER MAIN LOADS ARE IN ADDITION TO LOADS SHOWN. 3) DEPTH OF JOIST GIRDER BEARING TO BE 7Y2 ". 4) TOTAL LOADS SHOWN INCLUDE A 80 PLF ALLOWANCE FOR THE GIRDER WEIGHT. ADJUST THE TOTAL IF REQUIRED. 5) MECHANICAL UNIT LOADS SHOWN ON THE DRAWINGS ARE TO BE ADDED TO THE LOADING INDICATED IN SCHEDULE. 6) 7) ROOF GIRDERS INDICATED BY XX /YY DEPTH SHALL BE TAPERED FROM XX DEPTH AT LOWER ROOF ELEVATION TO YY DEPTH AT HIGHER ROOF ` ELEVATION. SEE ROOF PLAN ON SHEET S -2.1 FOR ROOF ELEVATIONS. ALL GIRDERS WITH A STRAIGHT TAPER END TO END TO MAINTAIN CLEAR HEIGHTS MAY, AT THE SUBCONTRACTOR'S OPTION, BE DESIGNED & FABRICATED AT A UNIFORM DEPTH EQUAL TO THE TABULATED SHALLOW END DEPTH. RG -2 LOADING DIAGRAM (SEE PLAN FOR SPACING) P1 P1 P2 P3 P2 � 1 1 illy f T RG -3 LOADING DIAGRAM (SEE PLAN FOR SPACING) o REVIEWED FOR CODE COMPLIANCE APPRAVEf SP 0'7 21,EEI) City of Tukwila BUILDING Dogo (9Z r c 1 1 t e c 3) ROOF JOISTS ARE DESIGNED TO SUPPORT AN EQUIVALENT UNIFORM COLLATERAL DEAD LOAD OF 6 POUNDS PER SQUARE FOOT (OF ROOF. AREA) FOR THE SUPPORT OF SUSPENDED CEILINGS, DUCTS, SPRINKLER LINES, ETC. (15 PSF TOTAL DEAD LOAD). ALLOWABLE METHODS & LOCATIONS FOR HANGING LOADS FROM OPEN WEB STEEL JOISTS ROOF DIAPHRAGM NAILING SCHEDULE MARK SHEATHING STIFFENER ` AT SHEATHING JOINT CONTINUOUS EDGE SHEATHING LAYUP DETAIL ALLOWABLE SHEAR @ 15/32" 2x6 ` 6 "o. c. aa 320 # /FT Q\ 132" 2x6 4 "o. c. aa 425 # /FT Ag1 X32 2x6 3 o.c. aa 568 # /FT la 1%2" 3x6 3 "o.c. as 640 # /FT NOT 1) SHEATHING TO BE APA STRUCTURAL I PANELS. 2) NAILS TO BE 10d COMMON (0.148"0x2" MIN. LENGTH) 3) SPACE NAILS ® 12 "o.c. AT ALL INTERMEDIATE FRAMING MEMBERS. 4) PROVIDE 10d COMMON ® 3 "o.c. AT ALL DIAPHRAGM BOUNDARIES. 5) PROVIDE 2 ROWS 10d COMMON 0 4 "o.c. AT ALL DRAG STRUTS- : -n - --- `�/ f� 6) 3x6 STIFFENERS REQUIRED AT ALL SEISMIC STRAPS (SEE SEC C9N 15 U I_ A -5.0). STRENGTH AXIS PERPENDICULAR TO SUPPORTS (TYP.) INTERM MEMBERS EDIITE_� AUG 1 g 2010 4' -0"x10'=0: 8' -0 "x10' -0 - - SHEETS OF SHEATHING SHEATHING JOINTS NEED NOT BE STAGGERED A 20' 28 DETAIL as DiEwrow till SEP 2010 REID MIDDLETON, INC. CONTINUOUS EDGES IN BOTH DIRECTIONS N O LINE OF DRAG STRUTS' ZAZI BOUNDARY t46 f- NAILING TA to 1 BOUNDARY NAILING 24' 24' 1.4 'SP ■00 DET . aa 0 BOUNDARY NAILING 0 N 0 ROOF DIAPHRAGM NAILING DIAGRAM SCALE: 1"=50' O 2505 Third Avenue Suite 324 Seattle, WA 98121 206.720.7001 phone 206.720.2949 fax www.crafterchltects.com Uz Z 0 vJ W 0 \W ''W^^ / v, W m0 Q F-- W aQ vJ .n Li �a a, c w m t E E v °O N C O .2 z c. � o e N O � c N c CONSULTANT OMs= SHUTLER CONSULTING Mr MIN = ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18.10 A CITY COMMENTS Revisions: Sheet Title: SCHEDULES & DIAGRAMS Date: 6 -22 -10 Engineer: SG Drawn: Project No: 10 -23 Approved: JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: ■ 0 5 OF8 [PER PLAN]+ 10d COMMON ® 3 "o.c. GRID LOCATION VARIES SEE PLAN FOR LOCATION [PER PLAN] SIMPSON HTT4 48 "o.c. w/18 -16d COMMON NAILS <PER PLAN> 2x TOP PLATE w/ Y2" 0x6" A.B. 6'- 0 "o.c. MAX. 10d COMMON ® 3 "o. SHEATHING PER PLAN STRAP WOOD PLATE BY BAR JOIST MFR. SIMPSON MSTI36 STRAP ® 48 "o.c. w/13 -10d COMMON NAILS EACH END OVER FIRST TWO BAR JOISTS (ALIGN WITH WALL TIES) 4 <PER PLAN> 4x6 LEDGER BETWEEN BAR JOISTS w/5- %"� EXP. BOLTS (EMBED 43/4 ") %"0 EXP. BOLT (EMBED 43/4 ") P.C. PANEL SEE ELEV. FOR THICKNESS & REINF. STIFFENER PER PLAN (NOTE:. INSTALL 3x6 STIFFENERS w /HF36N HANGERS EACH END WHERE STRAPS OCCUR. SEE DIAPHRAGM NAILING SCHED. FOR ADDITIONAL 3x6 STIFFENER REQUIREMENTS) #4 CONT. AT TOP STUDS WOOD PLATE BY BAR JOIST MFR. (ATTACH TO TOP CHORD SUFFICIENT TO TRANSFER 8.67K IE FORCE LOAD TO SHEATHI DIAPHRAGM) PER PLAN R 1- psi∎ DET. AT SPLIC LOCATE CONN. 2' -0" FROM <PER PLAN>1 EA. END OF � TYP. WOOD PLATE [PER PLAN] 10d COMMON 0 3 "o.c. 11h "` 1, TYP. DET. JOIST PER PLAN SHEATHING PER PLAN 4, [PER PLAN] SHEATHING PER PLAN STEEL JOIST PER PLAN JOIST GIRDER MFR. NOTE: DESIGN JOIST GIRDER FOR 34.58K WORKING STRESS AXIAL WIND / SEISMIC FORCE SHEATHING PER PLAN STEEL JOIST PER PLAN BENT FE 743x2x1' -0" F -5.0 JOIST GIRDER MFR. NOTE: DESIGN JOIST GIRDER FOR 34.58K WORKING STRESS AXIAL WIND/ SEISMIC FORCE FL 7/fix2x1' -0" P.C. PANEL SEE ELEV. FOR THICKNESS & REINF. JOIST MFR. NOTE: DESIGN JOIST FOR 8.E AXIAL LOAD APPLIES BOTTOM OF SEAT (WIND /SEISMIC LOAD WORKING STRESS) JOIST GIRDER PER PLAN %x1' -0" w/ •"o A`3 5N BOLT ( COORD. 1 1/2 " BO GA. w /JOIST MFR.) 4x6 LEDGER w / %" o EXP. BOLT ® 48 "o.c. (EMBED 43/4 ") BRACE BY JOIST MFR. BAR JOIST PER PLAN 24.PER PLAN BAR JOIST PER PLAN 3/4x1' -0" w/4 -3/4 "0 A325N BOLTS ( COORD. BOLT GAGE w /MFR.) TYPICAL TO GIRDER & BEAM �4 F. 3/4x1' -0" w/2 -34"0 A325N BOLTS ( COORD. BOLT GAGE / 1/417 w /MFR.) 4x6 BLKG BETWEEN TRUSSES (FIRST 3 BAYS) - %x6x0' -6" STABILIZER t (DO NOT WELD TO JOIST GIRDER) 1/4 D 6" <TOP & BOT. FLY2x8x1' -3" ® 48 "o.c. w /4 -: %"0x5" W.H.S. NOTE: COORDINATE TAPERED GIRDER w /ROOF GIRDER DESIGN CRITERIA ON SHEET S -3.0 HSS COL. PER PLAN P.C. PANEL SEE ELEV. FOR THICKNESS Sc REINF. 2 ROWS 10d COMMON 4 "o.c. NOTE: COORDINATE TAPERED GIRDER w /ROOF. GIRDER DESIGN CRITERIA ON SHEET S -3.0 STEEL BEAM PER PLAN "F THRU COLUMN w/4 -% "0 A325N BOLTS a r c h 1 t e c t s 2505 Third Avenue Suite 324 Seattle, W.A. 961 2 I JOIST GIRDER PER LAN FpY4x4Yx0' -9" EACH SIDE w/2-3/4"0 M.B. N.x6x0' -6 STABILIZER FE(TYP.) (DO NOT WELD TO JOIST GIRDER) SECTION SCALE: / "=1'-0" [PER PLAN] TYP 3/, 6 2" 4x6 BLOCKING BETWEEN TRUSSES SHEATHING PER PLAN WOOD PLATE BY JOIST MFR. STIFFENER PER PLAN (TYP.) i JOIST PER PLAN (TYP.) -744 JOIST MFR. NOTE: DESIGN JOIST FOR 8.67K WORKING STRESS \ AXIAL SEISMIC /WIND LOAD THRU GIRDER TOP CHORD SECTION F -5.0 SCALE: 1/4 " =1' -0" EMBEDDED FE PER SECT. M -5.0 TYP. PANEL & DRAG STRUT BRACING PER JOIST MFR. JOIST. GIRDER PER PLAN END OF PANEL BELOW DRAG STRUT PER PLAN t PANEL BEYOND & DRAG STRUT ft. PER SECT. M -5.0 DETAIL I FACE OF PANEL „ BEYOND 4[PER PLAN1 <PER PLAN> DRAG STRUT NOT SHOWN FOR CLARITY SHEATHING PER PLAN LEDGER PER PLAN WT6x25x2' -2" w /8- 6x3'-6" ® 3" GA. (LAP 3' -1" w/8 - #6 I PANEL) (TRIM FLANGE TO PANEL WIDTH) 35/6" DRAG STRUT PER PLAN (TRIM BOTTOM FLANGE AS REQ'D) 4x NAILER PER G -5.0 Y2" FE w /10- 7ie "0 A325N BOLTS DRAG STRUT JP4= PLAN G -5.0 P.C. PANEL SEE ELEVATION FOR SIZE & REINF. 74. 4x4 - 02x0' -7Y4" w /2- ff5x3' -0" HORIZ. ®2Y2 GA. &2 -5x 3' -0" VERT. ® 3% GA: (LAP VERT. ERT.IN PANEL) ) SECTION L %" it CENTERED ON DRAG STRUT WEB F) x4x0' -6" 5.0 SCALE: Y4 " =1' -0" 2 ROWS 10d ® 3 "o.c. JOIST PER PLAN SECTION MAW SCALE: 3/4 " =1' -0 B -5.0 SHEATHING PER PLAN [PER PLAN] STIFFENER PER PLAN (TYP.) 43x3xY4 EACH SIDE OF DRAG STRUT 10'- 0 "o.c. (FIELD WELD IN PLACE) DRAG STRUT PER PLAN SECTION G -5.0 SCALE: 3/4"=1'-0" [PER PLAN] CONN. IE PER J -5.0 4x PER. J -5.0 SHEATHING PER PLAN P.C. PANEL SEE ELEV. FOR S ZE & REINF. DRAG STRUT PER PLAN 1/2" 1 w/12 -W" o1 A325N BOLTS %x9x0' -93/e" BRG FL w/2-%"0 A325N BOLTS Y" EMBED IE w /8- #7x5' -0" (LAP 4' -5" w/ 8 - #7 IN PANEL) (EMBED AT CENTERLINE OF PANEL, SEE DETAIL) i/4V HSS COL. PER PLAN A R T NOT SHOWN FOR CLARITY WT PER SECT. L -5.0 BLOCK -OUT PANEL SECTION M -5.0 SCALE: 3/4''=1' -0 SHEATHING PER PLAN [PER. PLAN] G -5.0 SECTION G SCALE: 3/4 " =1' -0" 4x P SECTIOER N G -5.0 0 DRAG STRUT PER PLAN (TYP.) TYP> Y2 m. THRU GIRDER w/8 -% "0 A325N BOLTS ® EACH BEAM J 1- -t - -t- N) 4„ 4„ I r1Y2„ 1TYPTYP TYP. OMIT DRAG Y „ . L STRUT ® SIM. MAX. TYP. JOIST GIRDER PER PLAN (TYP.) SECTION SCALE: 3/4 " =1' -0" HSS COL. PER PLAN D -5.0 N.x6x0' -6" STABILIZER fE (NP.) (D0 NOT WELD TO JOIST GIRDER) HSS COL. PER PLAN www.craftarchitects. corn SECTION E SCALE: 3/4"=1'- �5.0 NOTE: LOCATE CONN. 2' -0" FROM EACH END OF 4x6x10' -0" (NOMINAL) BLOCK) [PER PLAN] TYP> 1/4 V SHEATHING PER PLAN. -\ 2 ROWS 10d ® 3 "o.c. x6 1 F 2 BLOCKING BTWN TRUSSES FULL LENGTH OF GRID 5) . FIRST 3 BAYS ELSEWHERE F'LY4x4Y2x0' -9" EACH SIDE w/2-3/4"0 M.B. LOCATE CONNECTION 2' -0" FROM EACH END OF WOOD BLOCK (2 PER 10' -0" BLOCK) 2- 1/2 "0 BOLTS (TYP.) -4[PER PLAN] SHEATHING PER PLAN 4x6 DF #2 BTWN JOISTS DETAIL k JOIST MANUFACTURER NOTE: ADJUST WEB PLACEMENT TO ALLOW FOR THRU II? PLACEMENT to SIM. JOIST GIRDER PER PLAN SECTION H -5.0 SCALE: 3/4"=1'-0" BAR JOIST PER PLAN (TYP.) 24.3x3xY4 EACH SIDE OF BEAM AT EACH BAR JOIST (FIELD WELD IN PLACE) JOIST MFR. NOTE: DESIGN JOIST FOR 8.67K AXIAL LOAD APPLIED AT BOTTOM OF SEAT (WIND/ SEISMIC LOAD WORKING STRESS) BEAM PER PLAN CONN. DRAG STRUT PER PLAN (TYP.) SECTION J -5.0 SCALE: 3/4" =1' -0 [PER PLAN] 10d COMMON CAD 3 "o.c SIMPSON HTT16 48 "o.c. w/18 -16• COMMON NAILS 4 PER PLAN SHEATHING EXISTING STIFFENER EXISTING LEDGER 54" o EXP. BOLT (EMBED 43/4 ") SIMPSON MSTI36 STRAP ® 48"o.c. w/13 -10d COMMON NAILS EACH END OVER FIRST TWO BAR JOISTS (ALIGN WITH WALL TIES SHEATHING PER PLAN t STRAP-I, WOOD PLATE BY BAR JOIST MFR. 1 EXISTING SHEATHING PER PLAN co {PER PLANT [PER PLAN] 10d COMMON 3 "o.c. - -REVIEWED FOR- CODE COMPLIANCE APPPwFD Sri' 0 7 ZU•IIJ City of Tukwila BUILDING DIVICInm SHEATHING PER PLAN 4x6 DF #2 BTWN BAR JOISTS CONNECTION PER SECTION J -5.0 3.4 mo EXISTING P.C. PANEL STIFFENER PER PLAN (NOTE: INSTALL 3x6 STIFFENERS w /HF36N HANGERS EACH END WHERE STRAPS OCCUR. SEE DIAPHRAGM NAILING SCHED. FOR ADDITIONAL 3x6 STIFFENER REQUIREMENTS) 4x6 LEDGER w / %" 0 EXP. BOLT ® 48 "o.c. (EMBED 43/4 ") SECTION N -5.0 SCALE: 3/4 " =1 ' -0" BRACE BY JOIST MFR. BAR JOIST PER PLAN EXISTING GLB EXTEND BLKG. TO LEDGER w /A35 EA. SIDE EXISTING P.C. PILASTER - 4x6 DF #2 w/% "0 EXP. BOLTS ® 48 "o.c. (EMBED 43/4 ") SECTION P -5.0 SCALE: 3/4 " =1 0" 3/8 " FITTED STIFFENER F. EACH SIDE OF BEAM AT COLUMN BEAM PER PLAN BAR JOIST PER PLAN HSS COLUMN PER PLAN r-3" LTYP. 1 "MAX. TYP. SECTION K SCALE: 3/4 " =1' -0" 1I fE THRU o uMAUG 1 9 2010 w / -1"o A325N BOLTS ® EAqH BEAM SEP �i {J ONSULTANT let 41111 III NM SHUTLER ■ CONSULTING � W ENGINEERS Inc. INC. 12503 Bel -Red Road, Suite E I D M I D D LET O Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 %"0 EXP. BOLT (EMBED 43/4 ") SKEW LUS36 /LUS26 HANGER (NOTCH STIFFENER AS REQ'D FOR HANGER INSTALLATION) BALANCE PER SECTION B -5.0 <PER PLAN >+ [PER PLAN]e SHEATHING PER PLAN [PER PLAN]+ srs Y2 TYP. 4x6 LEDGER 74. PER PLAN BAR JOIST PER PLAN %x3x0' -3" FE WASHER SHEATHING PER PLAN 3x6 STIFFENER AT TIES Ysx2x2' -2" BENT FE (SKEWED) ® 48 "o.c. w/12 -10d COMMON NAILS (INSTALL OVER PLYWO FFi3/4x9 1/8 x0' -9 3/8" w /2- 3/4 "0 A325N BOLTS HSS COLUMN PER PLAN P.C. PANEL SEE ELEV. FOR THICKNESS & REINF. SECTION R -5.0 SIMPSON MSTI36 STRAP AT 48 "o.c. w/13 -10d COMMON NAILS EACH END OVER FIRST 2 BAR JOISTS (ALIGN w /WALL TIES) (INSTALL OVER PLYWOOD) STIF ER PER PLAN (TYP.) (NOTE: INSTALL 3x6 STIFFENERS WITH HF36N HANGER EACH END WHERE STRAPS OCCUR) ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 A CITY COMMENTS Revisions: Sheet Title: ROOF FRAMING SECTIONS Date: 6 -22 -10 Engineer: Drawn: SG Project No: Approved: 10 -23 JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: ■ 0 6 OF 8 20' -6 4 PER PLAN1 EXISTING OPENING EXISTING OPENING--\ 0' -0" — EXISTING CONC. SLAB (TYP.) EXISTING PILASTER (TYP.) DO N OVERCUT CORNERS EXISTING PANEL n architects 2505 Third. Avenue Suite 324 Seattle, WA 98121 NEW SAWCUT OPENING (PANELS VIEWED FROM INSIDE EXISTING BUILDING) PRECAST PANEL REINFORCING NOTES:. 1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w/ Y2" REVEAL IN PANELS INDICATED ONLY. REVEALS, EXPOSED AGGREGATE AN%R RAKED ARCHITECTURAL FINISHES ARE NOT ALLOWED WITHOUT PRIOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. 20' -0" PER PLAN 1+ - REVIEWED FOR CODE COMPLIANCE APQPMED SEI' 4) PROVIDE 1 #7 OR 2 - #5 MINIMUM HORIZONTAL AT TOP & BOTTOM OF ALL OPENINGS (EXTEND 2' -0" BEYOND OPENINGS) UNLESS NOTED OTHERWISE. PROVIDE #4x2' -6" DIAGONALS AT CORNERS OF ALL OPENINGS. PANEL ELEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT, UNLESS NOTED OTHERWISE. EXISTING CONC. SLAB (TYP.) EXISTING PANEL 11 EXISTING PILASTER (TYP.) DO NOT OVERCUT CORNERS VJ LJ II LJ J 11,> 12)1 03 -)1 (14,>1 (j_ )i c`16j T EILEVATION OF T , ® ® ® ® 6 710ALL11 12 13 14 15 16 P.C. PANEL PLACEMENT KEY SCALE: 1 " =50' w� ' >z .N O W C 7) 8) SEE PANEL ELEVATIONS FOR PANEL THICKNESS. CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. SHOP DRILL Y4" DIAMETER AIR – RELEASE HOLES IN EMBEDMENTS AT 6" CENTERS TO DISPLACE ALL VOIDS. REINFORCING IS TO BE PLACED PER "TYPICAL SINGLE MAT REBAR PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE ( "E.F. "). SEE "TYPICAL DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR PLACEMENT INDICATED AS EACH FACE ( "E.F. "). EXTERIOR FACE VERT. REINF. PER ELEV. J Q 6 Iii. W M 206.720.7001 phone 206.720.2949 fax www.craftarchitects.com. Q co W co Q • Z a= ce Q w O- a Z — N AUG 1 9 2010 as m• . =L �0) 21 a ) a) a co E 0) o -3 O ▪ .0 c€ Z 0 aa) 3 of ,-.°0 MIDDLETON, INC NEW SAWCUT OPENING ONSULTANT. <;12; PROVIDE #3 CROSS TIES ® 6 "o.c. CROSS TIES REQ'D AT EVERY OTHER VERTICAL. ALTENATE END OF 90' BEND. #3 TIES © 6 "o.c. (NOTE: ADJUST TIE SPACING TO MISS REVEAL LOCATIONS. PROVIDE ADDITIONAL TIES AS REQ'D TO MAINTAIN SPECIFIED SPACING. PARTIAL EXISTING CONN. (SEE PANEL ELEVATIONS FOR CONN. LOCATIONS) _= 1)1 11 111 1+1 ELEVATION 3/ " =11 -0" 4 PANEL THICKNESSES PER PANEL ELEVATIONS 1/2" JOINT 4.3x3x46x0' -8" w/2– #5x2' -6" ® 6 ' GA. (TYP.) FQY4x4x0' -6" w/Y2 "o HOLE L TYP. 1/4V TYPE PLAN 1Y2 " °1' -0" P.C. WALL ELEVATION AT GRID (PANELS VIEWED FROM INSIDE EXISTING BUILDING) MARK ANGLES "A" PLATE "B" B1 • 43x3x 6x 1' -0" w/ 3– #5x2' -6" ® 4" GA. 6x4x0' -8" B2 4.3x3x6x1' -4" 4" 4- #5x2 –6 . © 4 GA. �5/fix4x1, =0,� B3 - 3x3x46x1' -8" w/ 4" 5– #5x2 -6 " ®4 GA. Ft 71sx4x 1 –4 �, B4 6x2' -0" w/ 43x3x4 � 6 - #6x3 —0 ® 4 GA. �5/isx4xl' -10° cm 4.3x3x916x3' -4" w/ 9— #6x3 —0 ®4 GA.. FL91sx4x3' -0" CONN. (SEE PANEL ELEVATIONS FOR CONN. LOCATIONS) CONDITION AT PANELS OF DIFFERENT THICKNESSES 'A' CONNECTION ANGLE "A" TYP. PLAN PROVIDE BLOCKOUT IN THICKER PANEL AT PANELS OF DIFFERENT THICKNESSES 4.3x3x 6x0' -8" w/2– #5x2' -6" CO 6" GAGE 1/4 IV TYP FL 5/16 x6x0' -8" w/2- #5x2' -6" ® 6" GA. $ 2X2x 5/16 x0' -6" 1/4 V <TYP• TYPE 'C' CONNECTION 4.3x3x6x0' -8" w/2– #5x2' -6" ® 6" GA. (TYP.) FE %x4x0' -6" (BEND FL AT SIM.) TYPE 'B' CONNECTION TYPE CONNECTION FE916x6x0' -8" w /2- #5x2' -6" ® 6" GA. (TYP.) TYP 1/4 BENT Ft. 6x60 -8" 4" SEE PANEL ELEVATION FOR ANGLE OF SKEWED PANELS TYPE 'E' CONNECTION Fp6x6x0' -8" w /2- #5x2' -6" 0 6" GA. (TYP.) TYP. BENT FE 5/6x6x0' -8" l" %I/ SEE PANEL ELEVATION FOR ANGLE OF SKEWED PANELS TYPE. 'F' CONNECTION NOTE: TIES TO EXTEND 24" MINIMUM ABOVE & BELOW OPENINGS. NOTE: HOOK TO EXTEND 24" MINIMUM ABOVE & BELOW OPENINGS. #3 HOOK © 4 "o.c. (ALTERNATE) (NOTE: ADJUST TIE SPACING TO MISS REVEAL LOCATIONS. PROVIDE ADDITIONAL TIES AS REQ'D TO MAINTAIN SPECIFIED SPACING. TYPICAL REBAR PLACEMENT AT PANEL LEG WITH TIES ME SHUTLER TYPICAL REBAR P LACEMENT MI _■— CONSULTING ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 AT PANEL LEG WITH HOOKS (425)450- 4075e, Washington FAX: (425)450 -4076 4.3x3x%6x0' -8" w/2– #5x2' -6" ® 6" GA. 2x2x%6x0' -6" EXTERIOR FACE REVEAL PER ARCH._ I?x3x0' -8" W /2 -Y2" o THREADED RODS ® 6" GA. (EPDXY GROUT 6" MIN. INTO EXISTING PILASTER. AVOID CUTTING REBAR IN EXISTING PILASTER) INTERIOR FACE EXISTING CONC. PILASTER HORIZ. REINF. PER PANEL ELEVATIONS (EXTERIOR FACE) THICKNESS PER PANEL ELEVATIONS VERT. REINF. PER PANEL ELEVATIONS (TYPICAL) TYPICAL SINGLE MAT REBAR PLACEMENT FIELD � EXISTING VERI P.C. PANEL TYPE G CONNECTION. 4.3x3x46x0' -8 w/2— #5x2' -6" © 6" GA. 4. 2x2x%6x0' -6" TYP. EXISTING P.C. PANEL TYPE 'H Fl EL VERIFY CONNECTION EXISTING CONC. PILASTER FJ x3x0' -8" W /2 -Y2 "o THREADED RODS ® 6" GA. (EPDXY GROUT 6" MIN. INTO EXISTING . PILASTER. AVOID CUTTING REBAR IN EXISTING PILASTER) HORIZ. REINF. PER PANEL ELEVATIONS (ALTERNATE FACE) REVEAL PER ARCH. EXTERIOR FACE THICKNESS PER PANEL ELEVATIONS NOTE: WHERE VERT. BARS ARE ON EACH FACE (E.F.) & TYP. MAT IS CENTERED, PROVIDE RISER BARS CD 48 "o.c. MAX. TO MAIN- TAIN CLEAR DIMENSIONS. 1" CLR. TO VERT. REINF. Engineer: ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 0 CITY COMMENTS Revisions: Sheet Title: P.C. PANEL CONN.'S, DETAILS & NOTES EXISTING P.C. WALL ELEV. Date: 6 -22 -10 SG Drawn: 3/4" CLR Project No• TO VERT. REINF. Approved: INTERIOR FACE VERT. REINF. PER PANEL ELEVATIONS (TYPICAL) TYPICAL DOUBLE MAT REBAR PLACEMENT 10 -23 JS Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: S6.0 p l(1— I ki2 OF 8 24'- 33/4" 5 ®4'- 0 "= 20' -0" 604 -0 =24' -0" •40 4 ® TOP STUD OF EMBED PLATE 17'- 11)2" ,/2 "JT. 17' -4" TYP. 4'- 0 "= 16' -0" 53/4„ 53/4"4 ®4'- 0 "= 16' -0" 1. 1 2x TOP #4 ®TOP STUD .10)4 " PLATE (TYP.) ,OF EMBED PLATE 20' - 23/4" G /2 "JT. -5 - #5 CHORD STEEL (LAP w /'B5' CONN.) 8 - #6 CHORD STEEL (LAP w /'B5' CONN.) 2x TOP PLATE (TYP.) 9 - #6 CHORD STEEL (LAP w /'B5' CONN.) 9 - #6 CHORD STEEL (LAP w /'B5' CONN. & SECT. L -5.0) 4Y" 4 #4 VERT. 18 "o.c. ABOVE & BELOW OPENING L -5.0 CONN. EMBED PER SECT. B -5.0 COORDINATE ELEV. w /ROOF PLAN (TYP.) EMBED PER SECT. B -5.0 COORDINATE ELEV. w /ROOF PLAN (TYP.) TYPE 'B5' CONN. TYPE 'B5' NOTCH PANEL PER SECTION 2 -TYPE 'A' CONN. 3 -TYPE 'C' IZ. o.c. #5 VERT. ® 16 "o.c. #4 HORI . ® 14 "o.c. C #3 HOOKS 4 "o.c. #4x2' -6" 4 -TYPE 'B4' CONN. 4 -TYPE 'B4' 2 -TYPE 'A' CONN. CONN. 2' -6" TYP.) IZ. 0 DIAe #4 HS. 12 "o.c. & BELOW 0 ING 2 TOTAL) ES 6 "o.c. 7 3 -TYPE 'D' SIM. CONN. 12' -0" #5 OTAL) LAP w /SECT. L -5.0 6' -0" 3 TIES o.c. 2505 Third Avenue Suite 324 Seattle, WA 98121 EXISTING BUILDING (PER PLAN) PANEL #3 HOOKS ® 4 "o.c. (PER PLAN)+ 15' -13/4" 3' -4" -83/" 4 PANEL BEYOND 10)4" 206.720,700 1 phone 206.720.2949 fax www.craftarchitects.c WEST P.C. WALL ELEVATION AT GRID (6)/4" PANELS w/Y2 REVEALS) NORTH P.C. WALL ELEVATION 36' NORTH OF GRID (71/4 PANELS w/1" REVEALS) REVIEWED FOR— CODE COMPLIANCE APPRnvIO sire 07 21i1J City CI of T ukwila BUILDING DIVI4inrg 73/4 BLOCKOUT PER SECTION 2 -4 L -5.0 T. 4 ®4'- 0 "= 16' -0" 8- 7 HORD STEEL (LAP w/ B4' CONN. & SECT. M -5.0) 11Y2" 5 04'- 0 "= 20' -0" #4 ® TOP STUD OF EMBED PLATE 1' -0" 2x TOP PLATE (TYP.) 6 04'- 0 " =24' -0" <PER PLAN> 2x TOP PLATE (TYP.) M -5.0 I:. EMBED PER 3 -TYPE 'E' CONN. EMBED PER SECT. / B -5.0 COORDINATE ELEV. w /ROOF PLAN (TYP.) #4 ® TOP STUD OF EMBED PLATE 41,<PER PLAN> 3 - #5 CHORD STEEL (LAP w /'B3' CONN.) G1 /2 "JT. TYP. 19' -1 1Y2 r1/2 "JT. TYP. 19' -11Y2" 3 - #5 CHORD STEEL (LAP w /'B3' CONN.) <PER PLAN> 3 -TYPE 'F' CONN. TYPE 'B3' CONN. 2 -TYPE 'A' CONN. TYPE 'B3' CONN. 2 -TYPE 'A' CONN. CONN. REINFORCING & CONNECTIONS PER PANEL 13 VERT. ® 18 "o. #3 HOOKS CAD. 4 "o.c. #3 HOOKS ® 4 "o.c. AUG 192010 d z Z0 u) 1— 1- cc, W wo r1 � >-. � g < ° Q aZ W I-1-1 < z a. 2 ) Q U) W D o m O og_ Q= Q �1 W D N V, f- Q 1 CO o � co co `w o .c� L E� E c y 3 . :. 0 .2 0. Z 3 o�� ETD, E Q -ate -stir PANEL 7111,=�llr CONSULTANT PANEL CD 3' -4" 23' -43/4" EVUEWE WEST P.C. WALL ELEV. AT GRID 5 (74 PANELS w/Y2" REVEALS) NW SKEWED P.C. PNLELEV. (6Y4" PANEL w/Y2" REVEALS) 17 PARTIAL NORTH P.C. WALL ELEVATION AT GRID (6)4" PANELS w/Y2" REVEALS) REID MIDDLETO'R, A_ /11111 NMI MI IN SHUTLER CONSULTING NIP MI N ENGINEERS :Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450 -4076 19' -1 1)2" 19' -11Y2" 20' -2Y" 2 20' -23/4" 24'-11X" r1/2 "JT. TYP: r.6Xt 2x TOP PLATE (TYP.) 3 - #5 CHORD STEEL (LAP w /'B3' CONN.) <PER PLAN >op <PER PLAN >oe J, 22' -0" 5 04'- 0 " =20' -0" 6 04'- 0 "= 24' -0" 6 04'- 0 " =24' -0" 24'-11y2" 24'- 33/4" 6 ®4'- 0 "= 24' -0" 3 -0 " #4 ® TOP STUD OF EMBED PLATE #4 ® TOP STUD OF EMBED PLATE --\ 6 ®4'- 0 " =24' -0 ". 53/4„ 1 #4 HORIZ. ® 12 "o.c. ABOVE & BELOW OPENING --1 504'-0"=20' 0" 10" 7)/2" PILASTER TO 3 BE VERIFIED - TYPE 'B3' 2 -TYPE 'A' 3 -TYPE .'C' CONN. CONN. EMBED PER SECT. B -5.0 COORDINATE EL ROOF PLAN (TYP 3 -TYPE 'C' CONN. • 2 -TYPE 'B1' CONN. #5 (CONT. THRU - FUTURE OPNG.) A -3.0 SIM OPP. FACE ) VERT. 0 18 "o.c. , i#5 (CONT. THRU U FUTURE CPNG.) c- #4 HORIZ. 12 "o.c. (CONT. A -3.0 SIM. THRU FUTURE OPP. FACE OPNG.) #4x2' -6 IAG.(TYP.)- u� �I B -3.0 SI \OPP. FATE #4 HOIZ. 12 "oc. (CONT. TH§U FUTU'E L OPNG.) EMBED PER SECT. B -5.0 COORDINATE ELEV. OOF PLAN (TYP.) 2 -TYPE 'B1' CONN. 2 -TYPE 'A' CONN. #5 VERT. 18 "o.c. (CONT. THRU FUTURE OPNG. EMBED PER SECT. B -5.0 COORDINATE ELEV ROOF PLAN (TYP 2 -TYPE 'A' #4x2' -6" CONN. DIAG. (TYP.) #5 VERT. 18 "o.c. (CONT. THRU FUTURE OPNG. 7 #4x2' - • IAG. ► P. #4 VERT. 18 "o.c. ABO E & BELOW OPENING 1 II ISSUE 6 -22 -10 PERMIT SET 7 -2 -10 BID SET 8 -18 -10 Qi CITY COMMENTS PER PLAN )1111 3 -TYPE 'H' CONN. #4 ® TOP STUD OF EMBED PLATE A -3.0 OPP. FACE Revisions: Sheet Title: P.C. PANEL. ELEVATIONS Date: 6 -22 -10 4 0 L) #3 TIES ® 6 "o.c. #3 TIES ® 6"o.c. Engineer: Drawn: SG PANEL 18 14'-103/4" 3' -4" (I 1 ' -83/ 4 FUTURE OPNG. 83/4" FUTURE OPNG. FUTURE OPNG. '-3' -6" 1' -83/4" #3 TIES ® 6 "o.c. 9' -2" Project. No: Approved: 10 -23 JS 3' -4" PARTIAL NORTH P.C. WALL ELEVATION AT (64" PANELS w/Y2" REVEALS) ENGINEER MUST CHECK SHEAR LOADS IN PANEL w /CURRENT CODES BEFORE FUTURE OPENINGS ARE CUT R.O. EXISTING BUILDING EAST P.C. WALL ELEVATION (7Y4" PANELS w/Y2 REVEALS) GRID QtO� 1677. Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: • 1 8 OF 8 EMPLOYEE OUT ACTIVITY AREA OOR \� NEW RAMP I/ // /// Ffl/ r ///// /// / // • / EXISTING MIL CHAIN LINK FENCE / / AI k C C CC "U" HOOK C C C ,7N E EYELET F FLUSH SHELL G CEILING FLANGE 3N / AREA OF WORK NEW 42,812 SQ FT ADDITION WITH K17 ESFR SPRINKLER SYSTEM. CALCULATE 12 HEADS @ 35 PSI MIN END HEAD PRESSURE FOR MAXIMUM 30' HIGH ROOF AND 25' HIGH RACK, OR ON FLOOR, STORAGE OF CLASS I —IV COMMODITIES, CARTONED & UNCARTONED UNEXPANDED PLASTICS, CARTONED EXPANDED PLASTICS, 25' HIGH IN RACK STORAGE OF WOOD AND PLASTIC PALLETS, OR 20' HIGH ON FLOOR STORAGE OF WOOD PALLETS. / / // / / / //, / / / . / / / / ; / i / // / 4 / A#44 LOAp -t 1 EXISTING 16'Wx1 H NO NEW WORK 0 EXISTING SPRINLER SYST EMS ADD (1) NEW WET RISER BUILDILNG ADD FOR TION C) 00 w CD _ CO 3E EXISTING LOADING AREA EXISTING DRIVE —IN RAMP LOCATION OF (2) EXISTING FIRE SPRINKLER RISERS EXISTING EQUIPMENT SCREENING 2E EXISTING TRASH LOCATION 21E EXISTING 8" D.I. UNDERGROUND C C C 6N C 9E I. NEW EXISTING NEW "DOUBLE DETECTOR CHECK" ASSEMBLY Q W REVIEWED IEWED FOR COMPLIANCE APIs: MED SEP 0 7 2010 City of Tukwila BUILDING DIVISION EXISTING F.D.C. EXISTING VAULT TO CITY MAIN FIRE PROTECTION INFORMATION SCALE: 1" =20' —O" RECEIVED JUN 22 2010 PERMIT CENTER (0 HANGER LEGEND A "U" HOOK B COACH SCREW ROD D BM. CLAMP W/ "STRAP E EYELET F FLUSH SHELL G CEILING FLANGE H SIDE BEAM BRACKET K SHORT CLIP M ALL THREAD ROD N TOGGLE NUT P POWDER DRIVEN STUD R EXPANSION BOLT S PIPE SPIKE T U X Z STATE CERTIFICATION SPRINKLER LEGEND ' Ian 13dT ref �1s r+� i �� ' i%a!t' ` c `• �+o�N" Dje° SPKR THRDS SPRINKLER ORIFICE SIZES AND TYPE UPRIGHT 1- o z TEE SIZE 1 2 5 3 7 1 SPRAY 16 6 16 2 O O 1/2" O • 1. 4 32 SPRAY • 3/4" ■ 1 " 2 3 6 2 SIDEWALL 4 a 1/2" 11 • 1" 1" DRY TYPE 2 VO 1" ® • 1 " -••—...- TEMP RATING I SPRINKLERS I UP AND DOWN Z j o 0 cEl y Z 3 o 2- WAY EARTHQUAKE BRACE 0 165° 212° _c)- 286° 350° 500° 4 - WAY EARTHQUAKE BRACE 1/2" 4 1" j0 STRUCTURE PIPTE O IN CENTER 1" ® 1/2" 1" 1" FITTING LEGEND 1/2" (:11)1 1/2" P PIPE -O -LET APPROVAL REQUIRED F PLAIN END FIT FITTING SN GROOVED SHAPED NIPPLE CITY OF TUKWILA TSN THREADED SHAPED NIPPLE SPRINKLER HEAD LEGEND SYM MANUF MODEL TYPE THREAD SIZE ORIFICE SIZE HEAD FINISH ESCUTCH FINISH TEMP QTY TOTAL QUALITY CONTROL BY DATE APPROVED FOR FABRICATION BY DATE GENERAL NOTES 1. ALL MATERIAL AND EQUIPMENT TO BE NEW AND UL USTED OR FU APPROVED. 2. PIPING DIMENSIONS ARE CENTER TO CENTER EXCEPT RISERS AND DIMENSIONS SHOWN THUSLY (1 -6) WHICH ARE END TO END. 3. EARTHQUAKE BRACING SHALL BE PROVIDED IN ACCORDANCE WITH NFPA PAMPHLET N0. 13, 2007 EDITION. 4. PIPE HANGERS AND METHOD OF HANGING TO BE IN ACCORDANCE WITH NFPA PAMPHLET NO. 13, 2007 EDITION. 5. PIPING SHALL BE IN ACCORDANCE WITH NFPA PAMPHLET NO. 13, 2007 EDITION 6. JOINING OF PIPE AND FITTINGS, THREADED & WELDED, SHALL BE IN ACCORDANCE WITH NFPA PAMPHLET NO. 13, 2007 EDITION. 7. OWNER TO PROVIDE ADEQUATE HEAT IN AREAS PROTECTED BY A WET PIPE SPRINKLER SYSTEM TO PREVENT WATER IN PIPES FROM FREEZING. 8. ALL WIRING OF ELECTRICAL DEVICES (IF REQUIRED) TO BE PROVIDED BY OTHERS 9. PAINTING OF PIPE & EQUIPMENT (IF REQUIRED) TO BE PROVIDED BY OTHERS 10. FURRING OF PIPE & EQUIPMENT (IF REQUIRED) TO BE PROVIDED BY OTHERS DESIGN CRITERIA PIPE NOTES REVISIONS NO DATE BY DESCRIPTION CONTRACT WITH: PROJECT NAME: SHASTA BEVERAGES WAREHOUSE ADDITION 1227 ANDOVER PARKWAY EAST TUKWILA, WA 98188 L.,,,,, PATRIFP099CF ATR 1 O WWW.PATRIOTFIRE.COM pietrodOpotriotfire.com FIRE SPRINKLERS SAVE LIVES! FIRE PROTECTION INC. 2707 70TH AVENUE EAST TEL: (253) 926 -2290 TACOMA, WA 98424 FAX: (253) 922 -6150 DESIGNER PIETRO DEMONTE SHEET FP-•1, DATE 6 -21 -2010 1 OF 1 JOB NO. 11 -1769 0.5 0.6 0.6 0.6 0.7 0.7 0.6 0.8 1.1 1.7 27,11 N . 6 4'.'7-O"'0.8 '0 . '0 . 7 8 •0 •0 8 .9 0.9 1.1 0. 8 0. 8 f.'9-0"'0.8 '1.1 '1.1 '1.0 '1.4 •1.5 1.6 •2.0 '1.8 •2.1 '2.3 •2.3 0.9 1.3 4'v;5 -0 '1.6 '1.7 '2.5 2.9 '2.8 '3.6 '2.9 219 :4 -0" .0 '3.3 FLOOD '0.2 '0.1 0.1 '0.1 0.0 '0.0 60 . o '0.0 '0 . o '0.0 '0.0 '0.0 0.0 0.0 '0.0 '0.0 '0.0 '0.0 '0.0 '0.0 '0.0 *0 . 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