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HomeMy WebLinkAboutPermit D11-061 - INTERURBAN OFFICE - BUILDING BINTERURBAN OFFICE BUILDING B 14590 INTERURBAN AVE S Di 1-061 Parcel No: Address: 110 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3365901630 14590 INTERURBAN AVE S Project Name: INTERURBAN OFFICE BUILDING B Permit Number: D11-061 Issue Date: 10/3/2014 Permit Expires On: 4/1/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SANFT LOUIE 6120 52ND AVE S , SEATTLE, WA, 98118 LOUIE SANFT 6120 52 AVENUE S , SEATTLE, WA, 98118 J R ABBOTT CONSTRUCTION, INC. 3408 1ST AVE S SUITE 101, SEATTLE, WA, 98134-1805 JRABBCI022JZ Expiration Date: 3/1/2016 Phone: (206) 930-9324 Phone: (206) 467-8500 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW SINGLE -STORY 4,491 SF TILT -UP WAREHOUSE/OFFICE BUILDING WITH 942 SF OF MEZZANINE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, 1" DOMESTIC WATER METER W/RPPA & HOT BOX, SANITARY SIDE SEWER, FIRE LINE AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. D11-060. TRANSPORTATION IMPACT FEE BASED ON 5,433 SF GFA. TRAFFIC CONCURRENCY PAID UNDER PW PERMIT NO. C10-020. Project Valuation: $465,484.26 Fees Collected: $35,264.49 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B/F1 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: 4 • International Building Code Edition: 2012 International Fuel Gas Code: 2012 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WA State Energy Code: 2012 Uniform Plumbing Code Edition: 2012 Public Works Activities: Channelization/Striping: 0 Curb Cut/Access/Sidewalk: 0 Fire Loop Hydrant: 0 Flood Control Zone: 0 Hauling/Oversize Load: 0 Land Altering: Volumes: Cut: 1616 Fill: 0 Landscape Irrigation: 0 Sanitary Side Sewer: Number: 1 Sewer Main Extension: PUBLIC Storm Drainage: 0 Street Use: 0 Water Main Extension: PRIVATE Water Meter: Yes Permit Center Authorized Signature:, ` al/A , Date: / 70 q I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature:` Date: 10 /1 f it Print Name: IAA e_,� This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 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: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 13: 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. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: Masonry construction shall be special inspected. 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: Manufacturers installation instructions shall be available on the job site at the time of inspection. 18: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 19: 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. 20: 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). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 22: 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. 23: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 24: ***FIRE DEPARTMENT CONDITIONS*** 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: The total number of fire extinguishers required for a Tight hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or Tess. (IFC 906.3) (NFPA 10, 3-2.1) 27: 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) • • 28: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be Tess than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 29: 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) 30: 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) 31: 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) 32: 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) 33: 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) 34: 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) 35: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 36: 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) 37: 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 Tess 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) 38: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1006.1, 1006.2, 1006.3) 39: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.4) 40: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 41: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City Ordinance #2327) 42: Install a listed, electrically supervised wall indicating valve (WIV) on the exterior southeast corner of the building. The valve to be at a height of 36 inches above grade and plumbed in upstream of the fire dept connection (FDC). 43: U.L. central station supervision is required. (City Ordinance #2327) 44: 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 Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 45: 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) 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: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 48: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 49: 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) 50: 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) 51: Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir allowed. (City Ordinance #2327) 52: 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) 53: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 54: 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). 55: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 13-10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 56: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 57: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2327) 58: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 59: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 60: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. a • 61: 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 #2328. 62: 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 #2328) 63: 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 #2328) (IFC 104.2) 64: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 65: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control". (City Ordinance #2328) 66: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 67: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2328) 68: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 69: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 70: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn -around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 71: 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) 72: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 73: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 74: Fire hydrants shall be oriented in the direction of fire apparatus access. 75: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 76: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" diameter) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 - foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 77: Fire hydrant installation requires a Public Works permit. 78: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) • • 79: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 80: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 81: 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. 82: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 83: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 84: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 85: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 86: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 87: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 88: 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. 89: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 90: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 91: Transportation Impact Fee due prior to issuance of this Building Permit is $4,889.70. Based on 5,433 sq ft/GFA of Warehouse in Zone 2 at $0.90 per sq ft/GFA. If Building B is Occupied as another use other than Warehouse, then the Transportation Impact Fee shall be revised and the Owner shall pay based on the new use. 92: Prior to installation of the Domestic Backflow device (RPPA) provide brand and specifications to Public Works for approval. Backflow device shall be on the current USC approved list. 93: Prior to installation of Fire Backflow device (DCDVA) within building; provide brand and specifications to Public Works for approval. Backflow device shall be on the current USC approved list. 94: Project shall comply with Geotechnical Engineering Study by GEOTECH CONSULTANTS, INC. dated September 1, 2010 and any subsequent Geotechnical reports/evaluations. 95: Any material spilled onto any street shall be cleaned up immediately. 96: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 97: 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. 98: The Land Altering Permit Fee is based upon an estimated 1,616 cubic yards of cut and no 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. 99: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V 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. 100: 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. • • 101: ***PLANNING DEPARTMENT CONDITIONS*** 102: This project was approved by the City's Board of Architectural Review or the Department of Community Development Director and no changes are allowed without prior approval of the Planning Department, these include no changes to the exterior finishes of the building, landscaping (both design and plant species), site plan, and site finishes. If you wish to make any changes you must submit a written request along with a justification for the requested change and an explanation as to why the issue was not addressed as part of the design review process. 103: Signs are not approved as part of this permit. A separate sign permit is required. 104: All design elements on the building and the site, including landscaping must be completed prior to final occupancy. The city will not allow the design elements to be deferred, instead all items must be completed before final inspection. It is highly unlikely that the city will consider financial guarantee in lieu of completing the work. 105: A soils inspection is required after amending the soil, but before any plants are installed. 106: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly. 107: An inspection to approve the exterior finishes (materials and colors) is required before doing any exterior finish work, to ensure that the finishes approved as part of the design review process are being used. 108: The Shoreline Substantial Development Permit for this project required all existing trees to be retained. The demolition plan (Sheet C1.1) shows two of the Douglas Fir trees within the Shoreline Management Area will be removed. These trees shall be protected, and tree protection measures shall be inspected for all trees on the project site prior to the start of work. Any tree removals will require review and approval of a Shoreline Tree Permit prior to them being removed. 109: A Binding Site Improvement Plan for the project site shall be recorded prior to final approval of this permit. 110: The depth of subsurface survey was only 100 cm. If any excavation is planned that will penetrate beneath 100 cm, a professional archaeologist must be present to monitor excavations. 111: Prior to issuance of this permit, the Owner/Applicant shall complete and provide a non-residential sewer use certificate for Building 'B'. 112: Plans revised for the building permit show a PSE Building "C" Transformer on the east side of Building C. The site plan approved by the Board of Architectural Review included landscape islands on both sides of a dumpster enclosure. The Tukwila Zoning Code requires that there be no more than 10 parking stalls in between interior parking lot landscape islands. If the transformer cannot be relocated, the dumpster enclosure shall be removed from this location, or the transformer and dumpster area shall be redesigned to accommodate an interior parking lot landscape island which meets the requirements Tukwila Municipal Code section 18.52.035, including the following: 4. Planting Standards: a. Interior landscape islands shall be distributed to break up expanses of paving. Landscaped areas shall be placed at the ends of each interior row in the parking area, with no stall more than 10 stalls or 100 feet from a landscape area. b. The minimum size for interior parking lot planting islands is 100 square feet. c. Planting islands shall be a minimum of 6 feet in any direction and generally the length of the adjacent parking space. d. Raised curbs or curb stops shall be used around the landscape islands to prevent plant material from being struck by automobiles. e. A minimum of 1 evergreen or deciduous tree is required per landscape island, with the remaining area to contain a combination of shrubs, living groundcover and mulch. i • PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH & GYPSUM 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4000 SI -CONCRETE CONST 4004 SI -WELDING 5090 STORM DRAINAGE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKI*.A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us lit/Lb//1/70 Building Pett No. V1 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. pilo—D�o (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION /" - King Co Assessor's Tax No.: 3 �l•5--.46/ 65' d Site Address: • t 16 0 ��?,-� (�tv'6ir,„ - 5 Suite Number: Floor: Tenant Name: Property Owners Name: ©rill e- 5a4-- (0/oz- ,4- `S Mailing Address: New Tenant: ❑ Yes D.. No 5e,1741-(1,4 City vvv t State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: / Y"k"I j() i Day Telephone: (9 0(0 tag Z 6/-7 Mailing Address: /--4// 7 Ave City �T E -Mail Address: -RIO / , eenigax Number: State Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Thi 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 stamped by Architect of Record Company Name: ������ Mailing Address: //// 4 t`"` /ve 4/l 36 Sethi -6 u44-- %6l9.5` // City State Zip Contact Person: Q/41 �//P r-e`eZ4.1 Day Telephone: ,V/5 e. % S 'L Cfp / 7e7 E -Mail Address: T% ,<Y/!/7 rift/L.-F-12-Se--J. e G17 Fax Number: lrU sWA-21 fi��-44//7 ENGINEER OF RECORD - All plans must be stamped by Engineer of Record Company Name: Mailing Address: 13 f t vt.P, S�- ?j!'/) Siex F City Contact Person: TPL-1 C9 v'Q.vt.—T Day Telephone: E -Mail Address: wt (- c.pL� (vt, G ,. Go vv, Fax Number: H:\Applications\Porms-Applications On Line \2010 Applications \7-2010 - Permit Application.doc Revised: 7-2010 bh //11rq- e /d/ State Zip ?(� '343 /946.0 Page 1 of 6 BUILDING PERMIT INFORMATIONN — 206-431-3670 4111 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): ©vt S-/Y'I i1i 7/ $/ a4,-ehoLij. , azki 1 `Ce /n'. 7// _a qi 2— D • Will there be new rack storage? 0 ....Yes ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: lg Sprinklers 0 Automatic Fire Alarm 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 04 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Porms-Applications On Line\2010 Applications \7-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l'�`/I%GL4 / Floor ., �ji,11-27-z-, ' V 7 y� y" - I ,,...2.14.F., it 5t- ' . / ✓ t -4Thtl. -1,12IA/P RY1 /z -a v' -( 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. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: lg Sprinklers 0 Automatic Fire Alarm 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 04 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 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Porms-Applications On Line\2010 Applications \7-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 rt PUBLIC WORKS PERMIT INFO " ' TION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 1-800-424-5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Wpfer District .. Tukwila 0 ...Water District # 125 ❑... Highline 0 .. Water Availability Provided Sey4er District Tukwila ❑...ValleyView . ❑... Renton 0 .. Sewer Use Certificate 0 ...Sewer Availability Provided 0... Renton .0... Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. IIS mitted with Application (mark boxes which applv): Civil Plans (Maximum Paper Size — 22" x 34") . Technical Information Report (Storm Drainage) 0 .. Bond 0... Insurance 0... Easement(s) Proposed Activities (mark boxes that apply): ❑ .. Right-of-way Use - Nonprofit for less than 72 hours 0/ Right-of-way Use - No Disturbance Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 1E1. Total Cut 0 .. Total Fill cubic yards cubic yards ❑ ... Geotechnical Report 0...Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0/. Work in Flood Zone Storm Drainage T.. Sanitary Side Sewer ❑...Abandon Septic Tank ❑ .. Cap or Remove Utilities 0... Curb Cut 0 .. Frontage Improvements Pavement Cut ❑ Traffic Control ... Looped Fire Line �. Backflow Prevention - Fire Protection -/ " 1 i4 L Irrigation Domestic Water •✓ " 1Z(.. Permanent Water Meter Size.. 1 WO # 1'14011 .6 ❑ .. Temporary Water Meter Size . >9WO # ❑ .. Water Only Meter Size 11 WO # ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 0... Grease Interceptor 0... Channelization ❑...Trench Excavation Utility Undergrounding 0 .. Deduct Water Meter Size f> FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Fonns-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 3 of 6 Il I 1v1L' 1.11tt1\i•.ttL rrri ivil 1 11\ r tiltIV1A 11v11 — LVO-9JI—JU 1v MECHANICAL CONTRACTOR INF MATION II Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Mechanical work (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... 0 Commercial: New .... ❑ Replacement .... 0 Fuel Type: Electric ❑ Gas.... 0 Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler/Compressor: Qty Fumace<100K BTU Air Handling Unit>10,000 CFM Fire Damper 0-3 HP/100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3-15 HP/500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15-30 HP/1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP/1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator — Comm/Ind H:\Applications\Porms-Applications On Line\2010 Applications \7-2010 - Permit Application.doc Revised: 7-2010 bh Page 4 of 6 r PLUMBING AND GAS PIPING PEIT INFORMATION — 206-431-3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) Food -waste grinder, commercial Floor Drain Shower, single head trap Lavatory Wash fountain Receptor, indirect waste Sinks Urinals Water Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Industrial waste treatment interceptor, including trap and vent, except for kitchen type grease interceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen (>750 gallon capacity) Repair or alteration of water piping and/or water treatment equipment Repair or alteration of drainage or vent piping Medical gas piping system serving 1-5 inlets/outlets for a specific gas Each additional medical gas inlets/outlets greater than 5 Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 min) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1-5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 5 of 6 PERMIT APPLICATION NOTES — AAcable to all permits in this application • 1 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 OWNG� 0R AUTH ZED AGENT: Signature: ^ �iti--. Print Name: 7/4,) vj0 ✓� �1i1� Mailing Address: fid[// 4 7 44i3OP Date: --7-45t// 5t/ 1 Day Telephone: 6 656./7e) 14M 915/6/ Sup IDate Application Accepted: 019 Ito Date Application Expires: H:\Applications\Forms-Applications On Line\2010 Applicationsl7-2010 - Permit Application.doc Revised: 7-2010 bh City State Zip Staff Initials:,//v • Page 6 of 6 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE 411) PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Interurban Office Bldg B PERMIT # D11-061 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 The construction and grading permit costs were paid for in the bldg A fees. Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements $0.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume $250 (1) cubic yards cubic yards $ 0.00 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 250.00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 0C'1 O R R E C T! ON p LTR# 1 1� RECEIVED JUL 212011 PERMIT CENTER BULLETIN A2 �PE C PERMIT FEE ESTIMATE PLAN REVIEV{'�i NDAPPROVAL FEES DUE WITH AA/CATION PW may adjust estimated fees 041 PROJECT NAME Interurban Office Bldgll, PERMIT # D11-,&@ -per- (145gto u A4. s.) 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: Mobili t - $250 (1) o o"� I" Erosioirprevention " ' ` * a e Sewer/S> r- ee-Water 15 o W/ 4ir 4S L . Paz1 ng/Aci ss / SV ` -0256' tom" e - A. Total Improvements r If 0 447-1-5571-61M0----- 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. i C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ 18,827.40 (4) Volo 5. Enter total excavation volume •24,000 cubic yards X00. cubic yards Enter total fill volume Use the following table to estimate the grading plan review and permit fee. use we giC MG! U.I. 11.m GAA,avut.v.. 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 18` 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 $ 4q 25- 2 2 5(5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPICATION (1+4+5) $ 4-556.1P 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 01.01.11 1 ilkBULLETIN A2 • PE 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. Pavement Mitigation Fee $ p 4203—(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. $ Zo°l % 0 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101-1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. ✓ 1,001-10,000 $194.50 for 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 01.01.11 2 •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 ($50) C. Water Meter — Permanent* 1 t 00 -$�O& D. Water Meter — Water only* ' 110' E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ it ° 0 -2,800-A0 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) • $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ �e H. Transportation Mitigation $ t541'' 20 I. Other Fees $161011.6"--467e#0700—' 1q 901.TotaA through I $ $ 4879486' (10) 1 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10) $ 7-11,"32--;974-90,40-- 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 01.01.2011-12.31.2011 Total Fee 0.75 $600 $6005 $6605 •/ 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 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ( PermitTRAK ACCOUNT QUANTITY PAID $332.50 D11-060 Address: 14550 INTERURBAN AVE S Apn: 3365901605 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW 1 R000.345.830.00.00 1.00 $66.50 D11-061 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW 1 R000.345.830.00.00 1.00 $66.50 D11-242 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $66.50 D11-243 Address: 14520 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW 1 R000.345.830.00.00 1.00 $66.50 D11-244 Address: 14510 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5556 R000.345.830.00.00 1.00 $66.50 $332.50 Date Paid: Wednesday, June 17, 2015 Paid By: THOMAS H RADKE Pay Method: CREDIT CARD 073816 Printed: Wednesday, June 17, 2015 1:38 PM 1 of 1 pliFf tSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $4,889.70 D11-061 Address: 14590 INTERURBAN AVE 5 Apn: 3365901630 $4,889.70 PUBLIC WORKS $4,889.70 TRAFFIC IMPACT FEE TOTAL FEES PAID BY RECEIPT: R3465 R104.345.840.00.00 0.00 $4,889.70 $4,889.70 4zAlbeei arrifrikowdyi5 geaSSe. 41s i under- /ter{ ' Z c - 1161-,A Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 025029 Printed: Tuesday, November 04, 2014 11:22 AM 1 of 1 1 '. 9SYSTEM3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $32,387.98 D11-061 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $32,387.98 Building Fee $4,425.40 Building Fee R000.322.100.00.00 1.00 $4,425.40 CASCADE WATER ALLIANCE $15,012.50 CASCADE WATER ALLIANCE B640.237.500 1.00 $15,012.50 Connection Charge Meter #1 $100.00 Connection Charge Meter #1 R401.379.002.00.00 1.00 $100.00 CONSTRUCTION PLAN REVIEW $187.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 1.00 $187.50 DEVELOPMENT $65.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $65.00 IMPACT FEE $6,007.63 FIRE R304.345.852.00.00 0.00 $3,503.97 PARK R104.345.851.00.00 0.00 $2,503.66 Inspection Meter #1 $15.00 Inspection Meter #1 R401.342.400.00.00 1.00 $15.00 PERMIT ISSUANCE/INSPECTION FEE $187.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 1.00 $187.50 Plan Check Meter #1 $10.00 Plan Check Meter #1 R000.345.830.00.00 1.00 $10.00 PLAN/DEV CONTRIBUTIONS $4,889.70 PLAN/DEV CONTRIBUTIONS R104.367.120.00.00 1.00 $4,889.70 PW BASE APPLICATION FEE $250.00 PW BASE APPLICATION FEE R000.322.100.00.00 1.00 $250.00 PW LAND ALT PERMIT FEE $209.00 PW LAND ALT PERMIT FEE R000.342.400.00.00 1.00 $209.00 PW LAND ALT PLAN REVIEW $49.25 PW LAND ALT PLAN REVIEW R000.345.830.00.00 1.00 $49.25 STATE BUILDING SURCHARGE $4.50 STATE BUILDING SURCHARGE B640.237.114 1.00 $4.50 Turn On Fee Meter #1 $25.00 Turn On Fee Meter #1 R401.343.405.00.00 1.00 $25.00 WATER INSTALLATION (DEP) $950.00 WATER INSTALLATION (DEP) B401.245.100 1.00 $950.00 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 025029 Printed: Friday, October 03, 2014 3:20 PM 1 of 2 CIPWY Cash Register Receipt City of Tukwila TOTAL FEES PAID BY RECEIPT: R3233 $32,387.98 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 025029 Printed: Friday, October 03, 2014 3:20 PM 2 of 2 SYSTEMS C 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 03-10-2011 at 11:56:33 03/10/2011 RECEIPT NO: R11-00465 Initials: JEM Payment Date: 03/10/2011 User ID: 1165 Total Payment: 32,943.22 Payee: LOUIE SANFT SET ID: S000001483 SET NAME: Tmp set/Initialized Activities SET TRANSACTIONS: Set Member Amount D11-060 D11-061 TOTAL: 30,066.71 2,876.51 2,876.51 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 32,943.22 TOTAL: 32,943.22 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 13,866.22 000.322.100 250.00 000.345.830 18,827.00 TOTAL: 32, 943.22 ICTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit td -c61 PERMIT NO. Project:� A...) CRC6 Bt -b&- i-ZTee1)te�i4w4 Type of Inspection: y o n b1If 6- f /- ^TAL Address: A ✓EDate /Qsgo 1"7-62a1t21?�1ii S Called: Special Instructions: g CAU- Date Wantea.m. 7 /Z f% • Requeste : MbeetAJ Phone No: Zol - a 79- S712/ jApproved per applicable codes. L__.J Corrections required prior to approval. COMMENTS: 01( F7-Aakl, Inspector: /1Avvl Date: 7//3/./C l/3/C I I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 eitcu3" ig6. 1�J TY%e e�O� I pection: r Fr Address: 1 Ctrq 0-FideiNVkg14 l9 Date Call -5a Special Instructions: ,,/ kfif Date ant : ` B-- a.m. p.m. Requester: Phone No: EIApproved per applicable codes. COMMENTS: Corrections required prior to approval. ho G, v fr1i" L 14I r ` 4ev•ct et/4rK CAY Inspector: lie Dateq q /3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D -11-0(o I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: CrCi .,;1Cl 3 Tye of Inspection: Type of r 1 . Address: c/$ o w ,L A0) Alit— v - Date Ca led: Special Special Instructions:nn 441 Date Wanted: y -12-i c a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: NCorrections required prior to approval. Fcr l F Ac . l (' 1 '(.frrc t I/ P cF. p, (ftd� tor =,(5,I ffaptgfra-c'( e va ritticff cti igtot, R Inspector: �; Dates _I Ls - 1 -1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. X 1I 1 IW.,kIP 1 Ll 0420 Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:Type Twf�,-��sb � ost�ii� � of Inspection: Patna Fs i &-I Address: Date Called: Special Instructions: 7-hcGe S' per,!✓ /i�id Date Wanted: 8p7 -/%i- a.m. p.m. Re uester: Alva.)Phone .5,1-Ferionees /4,4/9,h '''c,l < mow. 713vidfign are uir pii— No: (w) yi, 7 COMMENTS: Dateel�/� n REINSPECTION f EE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit l7ll -O61 PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr lec :r ek Type of Inspection: Address: 1iffg0 ata Date Called: Ot Special Instructions: 61d a 5 Date Wanted: q- r,-" a.m. p.m. Requester: Phone No: cRAP proved per applicable codes. Corrections required prior to approval. COMMS ��: NIeE. Inspector: 4'cs REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pll - °6 Project:_ wa t,v+RS of i spection: 5& Jc.[ 1k,i0 Adnfo Date Called: Special Instructions: f� / C V Date W me : 3 •- �? -(-LS-p.m. a.m. Requester: Phone No: ,k1Approved per applicable codes.Corrections required prior to approval. COMMENTS: sl'it -200K (c E Inspector: .,..c., REINSP ION FEE Oate3_(7_15 ri REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. 11111r INSPECTION RECORD 11 Retain a copy with permit IN f . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Plot 6r O US e r '� Vt5► `� Type of ln�s 1 fiver( r�. \ wr Address:Date 1 t{ 3tt).© rvktriaw kie-So. Called: Special Instructions: r m Date Wanted: 3-(Z'1_ a.m. p.m. Requester: 7-0 e 4-bbes - Phone No: 6-1473-14W9 Approved per applicable codes. Corrections required prior to approval. COMMENTS: V(/ 54/PJ Nartk Po Inspector:_ Date;. 1-) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit DIN 06f PERMIT NO. Project:r t4)a, 'P, ko(1-Ce 5 Type of Inspection: . rV&t( / Add ss; i5- bqk,. Date Cad: ®. Special Instructions:Date �� EXfii` (or/- t3 (Reg 0 Wante.: c— f0 —IJ a.m. p.m Request /! 0 RI Phone No: ?.36-"f73-16(IF Approved per applicable codes. E Corrections required prior to approval. MMENTS: e--Ec—R—f f ird./Cde, R-ie,c-ffiCcil Inspector: Date _10 � 15 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 04d, INSPECTION NO. P RMI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' '7.-4-'rp sir In ii 1\J e ff; Ps , Type of Inspection: , MALA ress: f 15 10 I,1TPii f 0 Al , ? V'A' Date Called: r`� Special Instructions: Date Wanted: fj t.m. Reque Its; Us Phone No: _219 k — -73- i 64q QApproved per applicable codes.:orrections required prior to approval. COMMENTS: -6 RP .Lf. re-`, A L/6 T h: k Lr- et! UJki i ' A. -k 6 �.�...� „S t ,,;� n r-�'"C`- Cc> . fir �' r --.f si � �a ,..rs`-F>r. -4 S 9 r ' (- t .. t :.I• 1`, .C' i (_2JA . r. r k A701.. _->`F',5c C7..ki rALtJ iAC..$ FL J -(14..c kt , , p&p A. -t- 0 M c (.1, ,1 ,-A-1 14#r i-Je <--r)) »3A/f? -1 C ---pn 71A r, s(tu(To!(' 1. nor i il,P 5T1:., 6_"1"-L) 1 e 14. ✓-I= x As 'm`ii '-DU-060f Do -()Ca/ --Ou-242-, i1. Di/ - 244 _-243 Date:i REINSPECTION FE `REGUIR . Prior to next inspection. fee must be paid at 6300 Southcenter Blvd...Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -Type of inspection: Address; q itaq Date Called: Special Instructions: d` 7 Dili—Val-ea:(a_T- 1/ 5 p.m. Requester., Phone No: inApproved per applicable codes. Corrections required prior to approval. COMMENTS: insp` ctor �� Date: REINSPECt ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE TIO 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: O - 5 Type_of Inspection: Po O i Address: ( t --t i 0 t )ke itt 4 ._) rJ Date Called: Special Instructions: Owe Wanted: i " t l 1 r:m. t "p'^'Rr- Requester: Phone No: -2 -I 7 - ) 6 C_ Approved per applicable codes. Corrections required prior to approval. COMMENTS: (insp-: or: Date:) 1.) .0^...9-- ) 1 '� `". ..�►....._/ (' / `-1 /P NSPECTION FEE RED LM ED. Prior to ext inspection. fee must be d at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 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: Sprinklers: Type of Inspe Sion: Address: iq e-- �0 Suite #: r.r Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,' \ rc.� �, 1 _ Date: f / -- Hrs.: ; $100.00 REINSPECTION FEE REQUIRED. You will receivean 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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 1 /► Type o Ins ion: 7 Address: 431'07_06,..S Suite #: 6 l kS LS Contact Per on: Special Instructions:, No.: proved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection; Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector,.,,,,-, Date: 5/, 1-� 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: Address: City: word/Inspection Record Form.Doc Company Name: State: 3/14/14 Zip: T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy_ with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: .,.._ � - I — A S 1/61 -c. -e -Lie Type i~ Inspection: otro Address: Suite # : 1 S-1 C> s.1. -k5 . Contact erson: Special Instructions: Phone No.: IFApproved per applicable codes. Corrections required prior to approval. COMMENTS: fdro Z, �:, . r Z In. -fir Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspectorr "--il c3 Date: Vs-ii,,s— - Hrs.: z - o j $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 3/14/14 T.F.D. Form F.P. 113 May 7, 2015 0 i0 ROSENAU & AS6OCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: ( •.) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 5913684 • WABO Registered Agency • Website: www.ottorosenau.com 0 "r City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 FINAL REPORT Project: Interurban Office and Warehouses — Bldg B Permit Number: D11-061 Address: 14550 Interurban Avenue, Tukwila Job Number: 14-0466 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: 1. Structural steel erection and fabrication 2. Reinforced concrete 3. Grout 4. Masonry 5. Proprietary anchors — adhesive 6. Proprietary anchors - mechanical Sincerely, OTTO ROSENAU & ASSOCIATES, INC. at— Crista Moser Report Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT AP ,,.anent Community DevewP���nt Job Number: 14-0466 Report Number: 261798 Permit Number: D11-061 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Darren Reid, 2/20/2015 Masonry Sub or Contractor: R&D/Abbott Construction DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) ■ Level 2 (Continuous) • Level 1 i1 Level 2 ■ 17-04.5.1 /17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) Resteel appears to be placed per schedule 16/S4.1 and grout placed solid into all cells of new 10" CMU wall at 3/C -E 20'-25' for 8" W2 shear walls at C/2-2.8 20'-25' top of wall, E/1.1-3 20-25', E/1-1+5'0" 20'-22'. Per engineer approved details W2 wall. at E/1-1+5'0" grout left down at 22'0" elevation to accommodate embed per 9+15/S4.1 to be placed at 25'. Approximate square footage completed on this date: 650 Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Nucor Is high lift grouting approved?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 55°F Grout slump: 8-10" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement — 611, Sand —1980, Pea — 890, Water — 392 MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Mortar preparer: R&D Mortar temperature: Mortar ingredients: MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Block/unit type: C90 N-1 SAMPLE INFORMATION Were any samples made? No If Yes — see attached report OTHER INFORMATION Weather & ambient temperature: Cloudy, 54°F Protection methods: None Is this a re -inspection? No If yes — original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) :j , . OTTO ROSENAU & ASSOCIATES, INC.�6� 4 Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Com 1 r t1t rt Dev009 Job Number: 14-0466 Report Number: 261798 Permit Number; D" - 6 ca \ Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Darren Reid, 2/20/2015 Masonry Sub or Contractor: R&D/Abbott Construction DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 ►� Level 2 ■ SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) ■ Level 2 (Continuous) ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) Resteel appears to be placed per schedule 16/S4.1 and grout placed solid into all cells of new 10" CMU wall at 3/C -E 20'-25' for 8" W2 shear walls at C/2-2.8 20'-25' top of wall, E/1.1-3 20-25', E/1-1+5'0" 20'-22'. Per engineer approved details W2 wall. at E/1-1+5'0" grout left down at 22'0" elevation to accommodate embed per 9+15/S4.1 to be placed at 25'. Approximate square footage completed on this date: 650 Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Nucor Is high lift grouting approved?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 55°F Grout slump: 8-10" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand -1980, Pea - 890, Water - 392 MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Mortar preparer: R&D Mortar temperature: Mortar ingredients: MATERIAL INFORMATION (ASTM C 67! ASTM C 140) Block/unit supplier: Block/unit type: C90 N-1 SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Cloudy, 54°F Protection methods: None Is this a re -inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA An 2 5 2045 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 289620 Permit Number: DI 1-061 Project: Interurban Office and Warehouses Address: 14550 Interurban Ave, Tukwila Inspector: Bob Schaefer Client: A & B Properties Address: 6120 52nd Ave S, Seattle Date: 04/23/2015 Description/Location: Bldg B: Electrical room - per structural engineers site visit report #2 - Eric Lentz dated 3/25/2015 (item 2.6) Intended Use: Base plate anchor Building Code & Year: IBC 2012 Epoxy adhesive lot #297T494T Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform RECEIVED CITY OF TUKWILA Calf 2 2095 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -86-02 (Rev. 05/13) • Reinforcing Steel 0 All Thread Bar/Dowel Size & Quantity: Anchor Size & Quantity: 3/" (10) Rebar Manufacturer: Type of Steel (ASTM): • A-36 • A-325 • A-449 ►i/ Other: F-1554 Rebar Grade: ■ 40 ■ 60 ■ Other: Type of Bar: • A-615 1 A-706 IN A-775 ■ Other: Special Ductile Quality (SDQ): ■ Yes • No Anchor Length: 10" Hole Depth: 7" Required Embedment: 7" Hole Diameter: 7/8" Concrete Thickness: CMU 8" Concrete Strength: Horizontal Hole Orientation: 1 Vertical Down 1 Vertical Up r Weight Base Material: ■ Normal Weight Concrete • Light Concrete A CMU 1 Brick ■ Composite Deck Compressed Air PSI: 100 Hole Cleaning: ►5 Compressed Air ■ Hand Pump 1 Other: Hole Condition: Brushed: ►Z4 Yes ■ No r Dry • Damp ■ Water Saturated ■ Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): El Yes ■ No Hole: ■ Yes ■ No Adhesive Type: Simpson AT -XP Expiration Date: 11/22/2015 ICC ESR #: 263 Weather: Clear Ambient Temperature: 54°F Substrate Temperature: 50°F Epoxy adhesive lot #297T494T Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform RECEIVED CITY OF TUKWILA Calf 2 2095 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -86-02 (Rev. 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 261714 Permit Number: D11-061 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Paul Kanikkeberg, 02/17/2015 Masonry Sub or Contractor: DESCRIPTION 1 LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 0 Level 2 ■ SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) ■ Level 2 (Continuous) ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) Building B CMU walls along E line and 3 line (3rd lift) C/2-3 (2nd lift). Resteel conforms to approved plans and details. Approximate square footage completed on this date: 580 Are anchors in place? (if required) : N/A Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved?: N/A GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030/ 1-11 Grout supplier: Miles Grout preparer: Miles Grout temperature: 60°F Grout slump: 11" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand -1980, Pea - 890, Water - 350 MORTAR INFORMATION (ASTM C 780), Mix no./type: Amerimix/S Mortar supplier: Mixed onsite Mortar preparer: Mason Mortar temperature: N/A Mortar ingredients: Bag mix, Water MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: 8" CMU, 10" CMU SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Clear, 56°F Protection methods: Plastic Is this a re -inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA APR 2 g 25 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 261713 Permit Number: D11-061 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Paul Kanikkeberg, 02/16/2015 Masonry Sub or Contractor: DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) ■ Level 1 // Level 2 ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) Building B CMU walls along E line and 3 line (2nd lift) along C/2-3 (lst lift). Resteel conforms to approved plans and details. Approximate square footage completed on this date: 500 Are anchors in place? (if required) : N/A Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved?: N/A GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 60°F Grout slump: 10" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand -1980, Pea - 890, Water - 392 MORTAR INFORMATION (ASTM C 780) Mix no./type: Amerimix/S Mortar supplier: Mixed onsite Mortar preparer: Mason Mortar temperature: N/A Mortar ingredients: Bag mix, Water MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: 8" CMU, 10" CMU SAMPLE INFORMATION RECEIVED Were any samples made? No If Yes - see attached report CITY OF TUKWILA OTHER INFORMATION Weather & ambient temperature: Clear, 54°F Protection methods: Plastic AAR Z ,, Wit,'1 Is this a. re -inspection? No If yes - original inspection date: COMMENTS CENTER PERMIT: Other ASTM Methods Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 240923 Permit Number: D11-061 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jerry Graham, 02/19/2015 Masonry Sub or Contractor: DESCRIPTION 1 LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) ■ Level 1 11 Level 2 ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) Building B CMU walls: C/3-2 (12'-16' AFF), 3/C -E and E/3-1(16'-20' AFF). Approximate square footage completed on this date: 800Are anchors in place? (if required) : Yes Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Batch Plant Grout temperature: 56°F Grout slump: 8'/" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand -1980, Pea - 890, Water - 392 MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Amerimix Mortar preparer: Mortar temperature: 57°F Mortar ingredients: Prepackaged mix mixed onsite MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: N-1 SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Clear, 49°F Protection methods: Covered Is this a re -inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA 'VAR g PERMIT. CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 261840 Permit Number: D11-061 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Mike Preciado, 2/23/2015 Masonry Sub or Contractor: Abbott DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) ■ Level 1 1 Level 2 ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) 1. Building B — 8" CMU top out lift 4'-8" lift. 2. Inspected resteel and grout placement. 3. Cells grouted solid, grout line pumped. 4. The work was completed per plans. Approximate square footage completed on this date: 400 Are anchors in place? (if required) : n/a Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: Yes Grade of reinforcing steel: 60 Manufacturer: Cascade Is high lift grouting approved?: n/a GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 62°F Grout slump: Flowable Total yardage: 8 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand -1980, Pea - 890, Water - 392 MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Amerimix 11 Mortar preparer: R&D Masonry Mortar temperature: n/a Mortar ingredients: Specification Mix MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: Smoothface SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Clear, 41 °F Protection methods: Plastic Is this a re -inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X DObielkQ.l6rm Copies to: X Client X Engineer Owner Contractor X Architect . X Building Dept. Others Technical Responsibility: MAR 5 269 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747. M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 CONCRETE REPORT Report Number: RC299226 Project: Interurban Office and Warehouses Address: 14550 Interurban Ave, Tukwila Inspector(s): John Reeder Permit Number: D11-243, 1:111-061 Client: Address: Date: A & B Properties 6120 52nd Ave S, Seattle 11/13/2014 Description/Location: Inspected reinforcing steel for size grade, and spacing, and the concrete placed for footings at grid lines 3 -5/A -J (Building D) and stem walls at grid lines A -B/2-4 (Building B). Inspected to the approved plans and engineer of record approved mix design. Resteel Verified: Yes 11/13/2014 John Reeder (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Corliss J15500 4"t1" 0.50 N/A 96.5 Pump Consolidated: Yes Required Strength: 4500 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Cubic Made Yards 10:30 am Design 0 Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 10.50 10 gal. 4 1/2" Mfg: Actual ❑ 517# 1380# 1890# 7/8" Batch Weights/Cubic Yard 260# 13 oz. GLENIUM 3030 Air % C 231 Conc.Temp C 1064 N/A 59°F Slag (lbs): Ambient Truck Ticket Temp No. No. 43°F 0141 89371 Weather: Clear Slump Range: 4 1/2" Date Samples Picked Up: 11/14/2014 Initial Curing Method: ASTM C31, Exclude C31-121.5 Comments Note: 4000 psi required for footings; 4500 psi required for stem walls. REINFORCING/PLACEMENT: Conforms: 0 Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Number Test Date Air % Range: N/A Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Field Age Size Area Weight Max Load Strength Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) Fracture Type (other than cone) 1 11/20/14 2 12/11/14 3 12/11/14 4 12/11/14 `= Discarded 7 4 x 8 12.56 8.8 74,790 5960 RECEIVED 28 4x8 12.62 8.83 98,630 7820 CLTY_OE TUKWIL.A 28 4 x 8 12.62 8.79 97,820 7750 --------- -------------------- 28 4 x 812.62 8.74 98,270 ..__-... 7790 DEC 2 4 .2014 ASTMC1231 ❑ Tested in general accordance to: ASTMC39 EJ ASTMC617 ❑ Copies to: Client Ej Engineer ❑Q Building Dept ❑ Owner ❑ Contractor Batch Plant ❑�/ Architect ❑ Others Technical Responsibility: PERFVIIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 COUGHLIMPORTERtLUEID(E(EM STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental Structural Calculations for the Interurban Office Buildings A, B, C, D, E Mezzanine Revision Fuller Sears REMON NO. 1 REEVED F R March 27, 2014 CODD E COMM J MCE AP? MED JUJU 12 2 S101203-02 Prepared by: ETL aV of 3UOLDD 01`06 BOMB 1%N RECEIVED CITY OF TUKWILA PERMIT CENTER 1 C®BJGHILIMPORTERLUCID EEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Supplemental Structural Calculation Overview - Mezzanine Revision • For buildings A, B, C, D, & E the mezzanine framing was revised to allow for the mezzanine floor framing to be omitted (in case the future tenant does not want a mezzanine). • The following mezzanine framing was revised to accommodate this revision: o Columns sizes were evaluated (and revised as required) for the unbraced length from foundation to roof and for out of plane wind loading from foundation to roof in the condition where the mezzanine is not present o Exterior beam sizes were evaluated for out of plane wind loads in the condition where the mezzanine is not present. • The mezzanine revision does not change the lateral systems of any of the buildings. • The mezzanine revision does not change the worst case gravity loading for any of the members. viv oft z r O IIO eT0 Y/ 1 N ' W pa S illy d; ill If ii( o� ' RORDINOA-INTERURBAN OFFICE/WAREHOUSES 1CSooIHIEAOABAYAV1I itlAWIIA,WASHIAAwwA t'0 ct Tz* 111 N0. DATE MAWSFULIFR•SEAARSS = e- ARCHITECTS • • • N e • F 3 in vi 1 ��/It N/�� (0 t k ' Ii( !if 1 I lit g1 BOROINOA-INTIEBBAN OFFICE / WABENOOSES us00trrouISAI Nuca TONW(IILWNSNd8i0N n •tto als NO. an MAIDS L____ ' • _J j - e - L_--- . Nt e - 4 K C is •tto • FULLER•SEARS NO. an MAIDS ARCHITECTS .....= ........ + - - e - e - . • t Copyright 2004, COUGHLINPORTERLUNDEEN Inc COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 14)©7L r CASEBe tvi — G >z v i Tr' 19 171.E 2'. PSF ALL L/13 Go An- L/2 �i u MJo [((j p �e� Vet //.11 k ey4 = Ifs o /7 y !b2��y tics Z Nt to `ti 3rf3 j 21S I<en-ST 4.f.kctic (r= 2) 1-30 ) 310\i‘ cq,s G 3111- dop I_ 231 7YLr� r'1 A-1 =300 5F �-l11 7121/3 I 5: it_ el, g aur(,, TT- ,Uy 6.' I/� 1 ll•o 44.. _f, /3 psP P� — ts+ (Pxo•1-) F)SS Iz'1( 6 7/8( e!L 1 -FSS 'l% XG y',q'' &f( Project 1A.;t4 uVkX,V1 Oc Project No. Client 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 Designed By: G I L Date: Checked By: 3Ilc( 11N Sheet of P: 206/343-0460 F: 206/343-5691 St+ z W W C z S z u 0 0 u z COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Go Loll 4 tr/'-r' 1/( ,347 Goc_vrvl N Dcf) ,e141/4/ Project: li er LCV Uori ace - project No. Client Designed By: Checked By: FIT Date: 3 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343-5691 56 1 1 1 1 I I, f II 1' 1 1 V• EN y 1 1 u' 1 V i - I, ,-1.-, k 1 I me 1 1 N 1 1 D — 'k o r i. k 1 1 1 1 at.' 1 Z 00© F_ 6, 1 6, 11 _ a •I BF 0• N M 1 1 1 ; O 00O _� ^' ■II ' *X 1 1 1 1 IP d 1 ,; .c . i - Y l 1 1• COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING BUILD/f4 4 b/vi- i eASL` Pe A415 L, a\ 11-YLA 2 SE-e.-kNYI. CALC-s l \ "�l— --NLA `J l l e- - �_) 1k, tr T.7._ fa—° es - AA \oM \-N- (, = 1.113'` 21.7 I ? VI -Cr roy G vi/Lr Project: \�1TE ��\tel► Project No. Client Designed By: k V1__ Date: 5/Z0/14 14 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 S9 Copyright 2004, COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 'ou)/Nl 4 Cot my 4x4Virt' 1-_ 27 F1- -77 t-rnH- P= /3 psi ed ctfsP- Oct = al•69 -F-i- Vet 3-6, tri 4 L//So(Yr t 1/3.3/k, USE //5f Project: 1 N Project No. Client: Designed By: Ej Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 S€5 COUCHLIINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental Structural Calculations CORRECTION LTR# I for the Interurban Office Building A & B Permit Response 1 Fuller Sears June 10, 2011 S101203-02 Prepared by: ETL R VOLSPED FOR ©ODE CDMDUAECCE nrEDGRovEn APR 172g2 © of Yukudik WIDOW DOVOSOON RECEIVED JUL 212011 RRMITCEHTEp COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /A1izzv1AAv OPTc6- 6vitv/4/c 54SE S1Er1Yr. * re - ,e.v,c_e 4e,1c4,c.1c•:1. 47es 32- 3tt an/ 44., we_ 10 E JUbiv 4 4 -72, c 51nr�Y` 1:•v .� r63 -43x2 / '.r _ A/2 Grp v o • a i 1s/3) 35-" V o- Y- sr, .BV/GD/NC,' i tease S &v- tt) ZL QP 33 lac • -/S -=— 4/6163 , s v = o• Orb T.) f'aG 1c W= i/t9i (2.). = `”-s kits- 6s PSGs ,76 f•/9 -0)1i y 1 j- .; o - 6,s - . 0473 1/4z 047 3(2 z f-) xip S V? 2Z \e 1ps Z24 )6.1ps L„._)11_,,_`s_ roject: CZ- roject No. Designed By: ETZ Date: S121 -t( i Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1)1/1--0/416 ,13) 4 (yl g 01/VM% r LO4S ne-ia G+'Msor .c / G 44En4A/i'v t D/10'11/21441S (A tots 2 'V= PD. 6 w- ,it z---14‘ 4.7z4CC> % — (0• a u. ,ptz, 2-3 l a‘(Ltc) - C,-•,vw4., 1 Use GM U tyt i- - �lc4 1 roject: V-mvt..v-4-+h R N v r,1~'-1 e,. 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Li -1C.. _' I Z./ tc 15 5'4a_" pitiwi)Ayr, be; 0.01 pt, ` vkiv Zi 1L ( 14,0 So itti Z1n1- 0 V- 1.521,1- oIt_ a�. 2O<'—' C `fib e," 1,1.16 ? ,b r4...._I 3V5 ci6._._ �. 3t`z. ! y. •7 !c 7. � ►c Z�>L r r z_ 47e, IS-.J?2-7k- j 7"3iG Zoo (r.-- 0 It— 0It— tc, o It • �• , ,. 21.6.3.( Z. 1.6.4.2.1 Z.12• CZ.1 .6 -� 144' X ..cr ct-� 5 'rolect: 11•Ms12-036A-'s,,/ 'roject No. Client: Designed By: 13fl Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING t10 t.W. ✓iltte% 'CS1 COL M •J S C 41'11 ---P Vs . •,1 M pr Ve.- Mer -�"Mp'' th Qom = \O C. VeNo.3�-� s = 3•3S" A(o."� 0- 7,7, vi vc.. o -4s(. z)(1a)( ✓s zS�t k-? ,o.3 ASt'.\ n Kano (e (1�f�� Go,4•,v 7oc' bu7� Q•? -two' Mor a 21" i Q. co 2-z)(g0)( z.).) 4. ?&L1 SS• Jc.,r > S1.7 s h 3` V& (9)(21) a. 0•Ci. t vov "Lott b roject 4 N rue1R.,V•w_ v5. f}j.$) PP1. LII. Designed By: L Date: SfG�rJ(l l roject No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P; 206/343.0460 • F; 2061343-5691 S5 WpaN TECHNINIL TOPICS Form No. TT -045B October 2007 Page 1 of 4 MINIMUM NAIL PENETRATION FOR WOOD STRUCTURAL PANEL CONNECTIONS SUBJECT TO LATERAL LOAD In 1998, APA conducted a dowel bearing strength analysis of the required depth of nail penetration for wood structural panel connections in shear walls and diaphragms. The results of that analysis showed that the lateral connection strength, calculated per the 1997 National Design Specification (NDS') for Wood Construction, was not affected by going from 1-5/8 inches to 1-1/2 inches for 10d common nails (0.148 x 3 inches) and from 1-1/2 inches to 1-3/8 inches for 8d common nails (0.131 x 2-1/2 inches). Based on that work, new minimum nail penetration requirements were placed in the shear wall and diaphragm tables in the 2000 International Building Code (IBC). The analysis conducted by APA is covered fully in APA Technical Report No. T98-22, Nail Penetration and Framing Specific Gravity Factors for Shear Walis and Diaphragms. The same analysis procedure is repeated in this paper but following the 2005 NDS provisions. The results from the 2005 NDS show that even smaller penetrations will provide full lateral connection strength. APA Nail Penetration Guideline Background Before the 1991 NDS, nail lateral Toad design values were based on a simple empirical equation. The empirical equation predicted the design load of a single -nail connection and was defined as the load at which point the fastener deformation (joint slip) was 0.015 inch. According to the Wood Handbook2, the empirical equation was intended to apply to connections in which the thickness of the side member was at least half the penetration of the nail in the main member. In many cases, a joint which contains wood structural panels may have a side member that is Tess than was assumed when the original empirical equation was developed. According to the Wood Handbook, the recommended minimum penetration was implemented "to maintain a sufficient ratio between ultimate Toad and the load at 0.015 -inch deformation." Eleven nail diameters (11 x D) penetration was required for lateral connections of Douglas fir -larch or southern pine. Other wood species had greater required minimum penetrations. Since the base of the shear wall and diaphragm tables are Douglas fir -larch and southern pine lumber, 11 x D penetration wasapplied to the tables. The diameter for a 10d common nail is 0.148 Inch; thus, the required penetration for full capacity of the connection was taken as: 11 x 0.148 inch = 1.628 inches, which rounds to 1-5/8 inches. 7011 South 19th Street • Tacoma, WA 98466 Telephone (253) 565-6600 • Fax Number (253) 565-7265 www.apawood.orq @ 2007 APA — The Engineered Wood Association 510 • Form No. TT -045B Page 2 of 4 October 2007 The 1991 NDS made significant changes to the method by which connections are designed. These changes were based on work conducted by the U.S. Forest Products Laboratory. 3'4 New equations were introduced which accounted for the bearing strength of the side and main member, and the yield strength of the nail. Another significant change was that the minimum penetration was slightly increased to 12 nail diameters (12 x D) regardless of the species of lumber. The 12 x D minimum penetration was implemented as a conservative simplified approach (the previous version of the NDS had various minimum penetration depths for different lumber species). Unfortunately, the change caused a conflict with the minimum penetration (11 x D) specified in the shear wall and diaphragm tables. The 1997 version of the NDS made no further changes to the method used for connection design. For nailed connections, four yield modes were checked. The design value for a single nail is based on the minimum of the four yield modes. If the penetration is less than 12 x D, but greater than 6 x D, then a depth of penetration factor, Cd, was used. The 2005 NDS included slight changes to calculations so that all six yield mode equations are used and the depth -of -penetration factor is removed. The reason for no longer using the depth -of -penetration factor is that the dowel bearing length of the member receiving the nail is accounted for in the yield equations. It should also be noted that Tables 11Q and R of the NDS footnote that 10D penetration is required. NDS, however, does not require this provision and the table footnote appears to be provided for conservatism. For consistency, the 2005 NDS yield equations (as found in the provisions, not the tabulated values) are used in this analysis. 2005 NDS Analysis In order to evaluate the effect of penetration on lateral connection strength for a variety of conditions, calculations using the 2005 NDS yield equations were performed for two different nail sizes, 8d and 10d common, and four different typical combinations of species, or equivalent specific gravity (SG), as follows: • Framing SG = 0.5 with wood structural panel (plywood or OSB) SG = 0.5 • Framing SG = 0.5 with wood structural panel (plywood or OSB) SG = 0.42 • Framing SG = 0.42 with wood structural panel (plywood or OSB) SG = 0.5 • Framing SG = 0.42 with wood structural panel (plywood or OSB) SG = 0.42 Framing is the main member and the wood structural panel is the side member. © 2007 APA — The Engineered Wood Association S11 Form No. TT -045B Page 3 of 4 October 2007 Figure 1 shows a portion of one case considered; it is a plot of single -nail calculated design connection strength as a function of penetration depth and thicknesses of a side member. Figure 1 is based on a 10d common nail (nail diameter 0.148 inch), and the side and main member were assumed to be have SG = 0.42. The six yield equations in the NDS were considered to find the nominal design value. Figure 1 shows graphically that penetration depth has no effect on lateral connection strength (see horizontal strength line for different penetration) until a certain value. In this paper, that value is called the minimum penetration depth. In Figure 1, the minimum penetration depth is 1.1 inches for 1 -1/8 -inch panels fastened into framing, 1 inch for 23/32 -inch panels fastened into framing and 0.8 inch for 15/32 -inch panels. The minimum penetration depth is 6D in the 2001 NDS, thus, a 6D cutoff line is shown in Figure 1. Minimum penetration depths were recorded for all the permutations described. The maximum penetration depth was then selected as the most conservative depth to apply to all permutations considered. The summarized result of this analysis is shown in Table 1. Figure 1. Lateral load of a single 10d nail as a function of nail penetration and side member thickness. Side member and main member have assumed SG = 0.42. Lateral Load (lbf) 120 100 — 80 — 60 40 — 20 — 00000000• o 0 0 0 0 0 0 0 —0 -15/32 -inch side —0 -23/32 -inch side —&-- 1 -1/8 -inch side — — — 6D cutoff 0 1 I 1 1 1 1 1 1 1 1 1 1 i 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 Penetration Depth @ 2007 APA — The Engineered Wood Association s,Z Form No. TT -045B October 2007 Table 1. Minimum nail penetration (inches) required to develop full connection capacity. Page 4 of 4 Nail Diameter (in.) APA Rated Sheathing APA Rated Sturd-I- Floor® Side member thickness)sspecific Min. fastener penetration for gravity = 0.42 to 0.5a - 48 oc 1.125 1.2 -- 32 oc 0.875 1.2 0.148 (10d b 48/24 40/20 24 oc 16 oc, 20 oc 0.719 0.594 1.1 1.1 common ) 32/16 -- 0.469 1.0 24/16 -- 0.437 1.0 24/0 -- 0.375 1.0 -- 48 oc 1.125 1.1 -- 32 oc 0.875 1.1 0.131 (8d 48/24 24 oc 0.719 1.0 common') 40/20 32/16 16 oc, 20 oc -- 0.594 0.469 1.0 1.0 24/16 -- 0.437 1.0 24/0 -- 0.375 1.0 (a 'Four specific gravity combinations for both main member (framing) and side member (plywood or OSB) of 0.5 and 0.42 were considered. These were 1) 0.5 side, 2) 0.5 main with 0.42 side, 3) 0.42 main with 0.5 side, and 4) 0.42 main with 0.42 side. (b) Fyb = 90,000 psi for 10d common, Fyb = 100,000 psi for 8d common. Summary and Conclusion Based on the 2005 NDS yield equations, it can be shown where small penetrations start to have an effect on lateral connection strength. Table 1 shows what minimum penetration is necessary to develop the full lateral connection strength for common nailed wood structural panel -to -framing applications. Technical Services Division DISCLAIMER The information contained herein is based on APA - The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. 'American Forest & Paper Association. 2005. National Design Specification for Wood Construction. AF&PA. Washington, D.C. 2Wood Handbook: Wood as an Engineering Material. 1987. Agricultural Handbook 72. U.S. Department of Agriculture. Washington, DC. 3Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 469. USDA Forest Service, Forest Products Laboratory. Madison, WI. 4Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 470. USDA Forest Service, Forest Products Laboratory. Madison, WI. © 2007 APA - The Engineered Wood Association S�3 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Structural Calculations for the ;s FILE C© Y Perri e""), Interurban ()like Fuller Sears March 8, 2011 S101203-02 Prepared by: ETL REVOEMEDO FOR CODE COQ PUANC E APR 1 7 2012 C�6 � oq iu0 yille MOOOG\O DOMOOON ED CITY OF TUKKWILA MAR 10 201 PERMIT CENTER Dt t-O(of COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Sfructural Calculation Overview • The permit structural calculation package includes calculations for Buildings A, B, C, D, E and F. • Only Buildings A and B are being submitted for permit in this calculation submittal package. Calculations for Buildings C, D, E, and F are for reference only and not part of this permit submittal. • See the following page for a site building key plan designating building A, B, C, D, E, and F. T , Mil L A 7C nitT li COUGHLINPORTERLUNDEEN T STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Structural Calculations Table of Contents SECTION . : ' , .`. : :_... °_PREFIX Criteria 1-5 Gravity 6-19 Lateral Summary & Loads 20-47 Diaphragms & Struts 48-67 Tilt Up Walls & Footings 68-93 Braced Frames & Footings 94-110 Masonry Walls & Footings 111-126 Miscellaneous 127-138 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Criteria COUGHLINPORTERLUNDEEN Criteria: Interurban Office Proj. No.: S101203-02 Proj. Engr(s): Rev. Date: 11/12/2010 Reviewed By: ETL, TJG Date: Occupancy Category II (IBC Table 1604.5) Wind: 2009 IBC, 85 mph, Exposure B Iw = 1.00 Seismic: 2009 IBC, Seismic Design Category D IE = 1.00 Ss = 1.44 S1 = 0.49 SDs = 0.87 Sm = 0.79 R= OMEGA() = Cd = Site Class = E Interm. Precast Shear Walls Wood Shearwalls SRMSW SSCBF 4.0 6.5 5.0 6.0 2.5 3.0 2.5 2.0 4.0 4.0 3.5 5.0 Soils: Based on Soils Report JN10208 by Geotech Consultants Inc. dated September 1, 2010 Allowable Soil Bearing Pressure = 2,500 psf (1/3 increase for seismic) Footing depth = 18 inches exterior, 12 inches interior (minimum) Friction coefficient = .4 (Includes/Does Not Include Factor of Safety = 1.5) Static Passive Earth Pressure = 250 pcf Active Lateral Earth Pressure (Unrestrained)= 40 pcf At -Rest Lateral Earth Pressure (Restrained)= 50 pcf Traffic Surcharge = N/A Hydrostatic Pressure = N/A Seismic Site Class = E Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.: A total load = L/240 Typical Floor Beams: d LL = L/480 Page 1 of 2 Print Date: 3/2/2011 1 COUGHLIN PORTERLUNDEEN Criteria: Interurban Office Roof Loadings Live Load Snow (Drift Loading Not Applicable) 25 psf Dead Load (Steel Framing) Typical Steel Framed Roof Roofing -- Built up 3.0 psf Protection Board and Insulation 2.0 psf 1-1/2" Metal Deck 2.2 psf Framing — Steel Joists 2.0 psf Framing -- Steel Girders 3.0 psf Misc. 4.0 psf Wood Framed Floor Loadings Live Load (Reducible, U.O.N.) Office Dead Load Interior Floor 16 psf 50 psf (incl. 15 psf partition LL) Floor Finish Allowance - 3.0 psf Topping — 3/4" Gyperete - 6.0 psf Sheathing -- 3/4" Plywood 2.5 psf Framing — I -Joists 3.5 psf Ceiling — (2) layers 5/8" GWB (over living areas) 5.6 psf Interior Light -Framed Partitions (included in LL for office) 0.0 psf (10 psf seismic) Sprinklers & Misc. 2.4 psf Exterior Wall Dead Load (surface area) Exterior Walls with Wood/Metal Siding Exterior Walls with 4" Masonry Veneer Page 2 of 2 23 psf 12 psf (surface area) 45 psf (surface area) Print Date: 3/2/2011 Z COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ' NTERNATIONAL BUILDING CODE 2006 ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: INTERNAL PRESSURE COEFFICIENT GCp, = 0_18 Fig 6-5 pg. 47 (GCp; _ + 0.18 for Enclosed Buildings) EXTERNAL PRESSURE COEFFIENT FOR MAIN WIND FORCE RESISTING SYSTEM (MWFRS) Roof Angle = ®� Side Wal Windward Domed Roofs: g. 6-7 pg. 50 Cp = ched Roofs: Fig. 6-8 pg. 51 Windward Quarter Cp = ^ ,.ter 1 Ialf C - For Low -Rise Buildings: Fig. 6-10 pg. 53 - 54 Building Surface 1 GCpf = Building Surface 2 GCpf = Building Surface 3 GCpf = Building Surface 4 GCpf = - o . 3t 0• Z°f (see definition on pg. 21 for low rise criteria) Building Surface 1E GCpf = Building Surface 2E GCpf = Building Surface 3E GCpf = Building Surface 4E GCpf = For Open Buildings and Other Structures: Figure 6-18 through 6-22 pg. 66 - 74 CN = DIRECTIONALITY FACTOR Kd = I• Oc" Table 6-4 pg. 80 (Kd = 0.85 for buildings) VELOCITY PRESSURE 0.4 / —,.o9 0.53 -0.+�3 q.= All Heights q: = 0.00256K,KZIKdV2I (psf) Eq. 6-15 pg. 27 qh= 1 ` . 0 Low Rise qn = 0.00256KIKz*KdV2I (psf) Eq. 6-15 pg. 27 .'oject: 1A \re,✓ A r. Designed By: 01. Date: LZI1.7-- Project No: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 3 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING INTERNATIONAL BUILDING CODE 2006 • SCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: MAIN WIND FORCE -RESISTING SYSTEMS & CORRESPONDING DESIGN WIND PRESSURE EQUATIONS Rigid Buildings of All Height p = gGCP - q;(GCp;) (psf) Eq. 6-17 pg. 28 Low -Rise Building p = gh[(GCpr) - (GCp;)] (psf) Eq. 6-18 pg. 28 Flexible Buildings p = gGCCp - gi(GCp) (psf) Eq. 6-19 pg. 28 Open Buildings and Other Structures F = ghGCN (psf) Eq. 6-25 pg. 29 10 psf Minimum Design Wind Loading on an Enclosed or Partially Enclosed Building Sec. 6.1.4 pg. 21 oject• 1,v4 -r/ ti-" �k h CR- Designed By: C R- Date: Project No• Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 iAJP ref t iPac 4%77 'B. ilierend 'f'A\ 341w1P1f2+10471;144, ANI moo • man, ; il • bt 14111"g ltvit-nr"' ' Win 11111/31ZINAIIFEM141411114 "-\lw 11 WI MU 117/,91 to V lown31,0 .w]. \rite-,,, ills; ..7.,:..,• 6"•'. 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BM:Et swluiAls mnnuwenarw e Q t al III FULLER•SEARS IP" W DAN PENN (S , = Interurban Column and Footing Design Column DL (k) LL(k) SL (k) Pu (k) I.,,(max) Col Size en (Comp) OCR Pa (k) Fooling • Footing OCR 1 5.7 0.0 8.9 21.1 28 6x6x1/4 57.3 0.37 14.6 2.42 B 0.39 2 8.8 0.0 13.8 32.6 28 6x6x1/4 57.3 0.57 22.6 3.00 B 0.60 3 10.0 0.0 15.6 37.0 28 6x6x1/4 57.3 0.65 25.6 .:3.20 B.. 0.68 4 12.1 0.0 18.9 44.8 28 6x6x1/4 57.3 0.78 31.0 3.52 B 0.82 5 10.8 0.0 16.8 39.8 28 6x6x1/4 57.3 0.69 27.6 3.32. B 0.73 6a 7.1 0.0 11.1 26.2 28 6x6x1/4 57.3 0.46 18.1 2.69. ..B 0.48 6 10.8 0.0 16.9 40.0 28 6x6x1/4 57.3 0.70 27.7 3.33 B 0.74 7 11.8 0.0 18.4 43.7 28 6x6x1/4 57.3 0.76 30.2 3.48 " : B 0.80 8 13.8 0.0 21.6 51.1 28 6x6x1/4 57.3 0.89 35.4 3.76 C 0.61 9 14.0 0.0 21.9 51.8 28 6x6x1/4 57.3 0.90 35.9 3.79 C 0.62 10 15.2 0.0 23.8 56.2 28 6x6x5/16 68.7 .: 0.82 39.0 3.95 C 0.67 11 17.5 0.0 27.3 64.7 28 6x6x5/16 68.7 0.94 44.8 4.23 C 0.77 12 16.2 0.0 25.3 59.9 28 6x6x5/16 68.7 . 0.87 41.5 4.07 C 0.71 13 12.6 0.0 19.7 46.6 28 6x6x1/4 57.3 0.81 32.3 3.59 B 0.86 14 12.1 0.0 18.9 44.8 28 6x6x1/4 57.3 0.78 31.0 3.52: . " B 0.82 15 19.0 0.0 29.7 70.3 28 6x6x5/16 68.7 1.02 48.7 4.41 C 0.84 16 17.6 0.0 27.5 65.1 28 6x6x5/16 , 68.7. 0.95 45.1 4.25 C 0.78 17 17.6 0.0 27.5 65.1 28 6x6x5/16 , 68.7 0.95 45.1 4.25 C 0.78 18 19.0 0.0 29.7 70.3 28 6x6x5/16 68J.. 1.02 48.7 4.41 C 0.84 19 17.6 0.0 27.5 65.1 28 6x6x5/16 68.7 0.95 45.1 4.25 C 0.78 20 14.0 0.0 21.9 51.8 28 6x6x1/4 57.3 0.90 35.9 3.79 C 0.62 21 13.4 0.0 20.9 49.6 28 6x6x1/4 57.3 0.86 34.3 3.70 C 0.59 22 19.0 0.0 29.7 70.3 28 6x6x5/16 '"68.7 1.02 48.7 4.41 C 0.84 23 17.6 0.0 27.5 65.1 28 6x6x5/16 68.7 0.95 45.1 4.25 C 0.78 24 14.0 0.0 21.9 51.8 28 6x6x1/4 57.3 0.90 35.9 3.79 C 0.62 25 13.4 0.0 20.9 49.6 28 6x6x1/4 57.3 0.86 34.3 3.70 C 0.59 26 9.9 0.0 15.4 36.5 28 6x6x1/4 57.3 0.64 25.3 3.18 B .. 0.67 27 9.9 0.0 15.4 36.5 28 6x6x1/4 57.3 0.64 25.3 3.18 ` B . ` 0.67 28 3.7 0.0 5.9 13.9 28 6x6x1/4 57.3 0.24 9.6 1.96 ^B'? : 0.26 M1 ' 8.3 .;6.3 ; 8.4 26.6 14 5x5x1/4 107 0.25 23.0 3.04 B ... 0.61 M2 7.3 6.9 6.5 22.6 14 5x5x1/4 107 0.21 20.7 2.88 . B. - 0.55 M3 16.3 13.3 15.9 51.7 14 5x5x1/4 107 0.48 45.5 4.27 C 0.78 M4 10.1 13.2 6.2 28.7 14 5x5x1/4 107 0.27 29.6 3.44 -,B`'..' 0.79 M5 6.2 7.5 4.2 18.0 14 5x5x1/4 107 0.17 18.0 2.68 .- ;B 0.48 M6 5.6 7.0 3.7 16.1 14 5x5x1/4 107 0.15 16.3 2.55 B . , 0.43 M7 8.3 6.3 8.4 26.6 14 5x5x1/4 107 0.25 23.0 3.04 B-_=. 0.61 M8 7.3 6.9 6.5 22.6 14 5x5x1/4 107 0.21 20.7 2.88 - B,;e:- 0.55 M9 9.7 13.3 8.1 31.2 14 5x5x1/4 107 0.29 31.0 3.52 B ' 0.83 M10 10.1 13.2 6.2 28.7 14 5x5x1/4 107 0.27 29.6 3.44 B :'..; 0.79 M11 6.2 7.5 4.2 18.0 14 5x5x1/4 107 0.17 18.0 2.68 _ :B... 0.48 M12 5.6 7.0 3.7 16.1 14 5x5x1/4 107 0.15 16.3 2.55 . ';B . ''- 0.43 X1 6.3 8.1 4.1 18.1 14 5x5x1/4 107 0.17 18.5 2.72 B . 0.49 X2 12.8 8.1 10.6 36.4 14 5x5x1/4 107 0.34 31.5 3.55 B 0.84 X3 15.0 5.6 19.4 51.9 14 5x5x1/4 107 0.49 40.1 4.00 C 0.69 X4 5.6 7.2 3.7 16.1 14 5x5x1/4 107 0.15 16.4 2.56 B • ":. 0.44 X5 10.2 7.8 6.4 26.4 14 5x5x1/4 107 0.25 24.4 3.12 B 0.65 X6 5.7 6.6 4.2 16.9 14 5x5x1/4 107 0.16 16.5 2.57 B - . 0.44 Z1 16.3 0.0 25.5 60.4 27 6x6x1/4 61.6 0.98 41.8 4.09 C 0.72 Z2 13.9 0.0 21.8 51.5 27 6x6x1/4 61.6 0.84 35.7 3.78 B 0.95 Z3 13.0 0.0 20.3 48.0 27 6x6x1/4 61.6 0.78 33.2 3.64 B '; 0.88 Z4 6.5 0.0 10.1 24.0 27 6x6x1/4 61.6 0.39 16.6 2.58 B 0.44 Z5 3.0 0.0 4.7 11.1 20 5x5x1/4 62.9 0.18 7.7 1.75 A 0.36 Z6 6.0 0.0 9.4 22.1 20 5x5x1/4 62.9 0.35 15.3 2.48 A 0.72 Z7 8.4 7.2 9.4 28.7 14 5x5x1/4 107 0.27 25.0 3.16 B 0.66 Z8 4.8 7.2 3.6 15.1 14 5x5x1/4 107 0.14 15.6 2.50 A 0.73 Z9 4.8 7.2 3.6 15.1 14 5x5x1/4 107 0.14 15.6 2.50 A 0.73 Z10 4.8 7.2 3.6 15.1 14 5x5x1/4 107 0.14 15.6 2.50 A 0.73 !» u D 1Itn O 5. 3. 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O O N O O O OWN' ()) (1) "� O `�' O s q z� :(i► Ts1!` 31NO`:4 :s1 U) NNk`%INSl��1 i O ( �5 ' O O * c*, p O O a b®r b < N kik:: s' 3', €+F'z' �''. .�.► N sN ` N NN �i' N N ►J N N (a) —° (ii I,j J CP:firO —1 CPQ -'N �11 Q- "1 'p ^' in it T �. ix' T O N rt �, U q -1 an ;�Np UI :�D 11) -A Cs), +_ $ < "(7 aznssaad Ilos algr'moll'd 13 13 -13 tP CP algal Sui4,00paa,ids a�anbs 0 0 • 49 LI- 73 72 71 70 RA AR ....---R7 RR R5 R4 54 E - R2 Al Rn 5R 57 5R 71, 52 17: 0 , 0) --- • El M Q t c1 111 lo 0 Iz /3 63 64 65 66 50 67 68 03 69 70 51 rn 14 El PM RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt 12/02/10 18:03:33 Steel Code: AISC360-05 LRFD Floor Type: floor SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) = Mp (kip -ft) = 184.17 POINT LOADS (kips): Beam I -End Number = 48 (100.00,24.00) J -End (125.00,24.00) W 16X26 Fy = 50.0 ksi 25.00 Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 2.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 4.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 6.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 8.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 10.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 12.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 14.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 16.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 18.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 20.000 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 22.000 0.69 0.00 0.0 1.50 0.00 0.0 0.00 Snow LINE LOADS (k/ft): Load 1 Dist DL LL 0.000 0.012 0.025 25.000 0.012 0.025 SHEAR (Ultimate): Red% Type NonR Max Vu (I.2DL+ 1.6LL) = 15.52 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): I.2DL+ 1.6LL I.2DL+ I.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead Toad (in) Live load (in) Net Total load (in) at at at Mu kip -ft 104.9 104.9 ft 12.0 12.0 Left Right 3.32 3.18 7.21 6.91 15.52 14.88 12.50 ft = 12.50 ft = 12.50 ft = -0.288 -0.626 -0.914 Lb ft 0.0 0.0 Cb Phi 1.00 0.90 1.00 0.90 UD = 1042 UD = 479 UD = 328 Phi*Mn kip -ft 165.75 165.75 '5 It 1 RAM KAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt 01/14/11 16:44:26 Steel Code: AISC360-05 LRFD Floor Type: floor SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Mp (kip -ft) = 184.17 POINT LOADS (kips): Dist DL RedLL 1.750 0.55 0.00 3.750 0.55 0.00 5.750 0.55 0.00 7.750 0.55 0.00 9.750 0.55 0.00 11.750 0.55 0.00 13.750 0.55 0.00 15.750 0.55 0.00 17.750 0.55 0.00 19.750 0.45 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.012 21.000 0.012 Beam Number = 5 -End (24.00,21.42) J -End (24.00,42.42) = W 16X26 Fy = 50.0 ksi = 21.00 Red% NonRLL StorLL Red% RoofLL Red% 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 1.20 0.00 0.0 0.00 Snow 0.0 0.97 0.00 0.0 0.00 Snow LL Red% Type 0.025 NonR 0.025 SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 13.33 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): I.2DL+ I.6LL I.2DL+ 1.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead Toad (in) Live load (in) Net Total load (in) at at at Mu @ Lb Cb Phi kip -ft ft ft 73.9 9.8 0.0 1.00 0.90 73.9 9.8 0.0 1.00 0.90 Left Right 2.81 2.85 6.11 6.19 13.14 13.33 10.50 ft = 10.50 ft = 10.50 ft = -0.143 -0.312 -0.455 UD = 1757 UD = 808 UD = 553 Phi*Mn kip -ft 165.75 165.75 nig RAM RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt 01/14/11 16:44:26 Steel Code: AISC360-05 LRFD Floor Type: roof Beam Number = 7 SPAN INFORMATION (ft): 1 -End (0.00,23.17) J -End (24.00,23.17) Beam Size (Optimum) = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 6.000 2.04 0.00 12.000 2.04 0.00 18.000 2.04 0.00 Red% NonRLL StorLL 0.0 0.00 0.00 0.0 0.00 0.00 0.0 0.00 0.00 Red% RoofLL 0.0 3.18 0.0 3.18 0.0 3.18 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1 1.30 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Center Max + Controlling REACTIONS (kips): kip -ft I.2DL+ I.6LL 90.4 1.2DL+ 1.6LL 90.4 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total Toad (in) at at at Left 3.05 4.77 11.30 Red% Snow Snow Snow 1.00Vn = 94.53 kips Lb Cb Phi ft ft 12.0 0.0 12.0 0.0 Right 3.05 4.77 11.30 12.00 ft = 12.00 ft = 12.00 ft = -0.417 -0.652 -1.069 1.00 0.90 1.00 0.90 UD = UD = UD = 691 442 270 Phi*Mn kip -ft 124.50 124.50 11 El PAM RAM Steel v14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt • 01/14/11 16:44:26 Steel Code: AISC360-05 LRFD Floor Type: roof SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 6.250 1.20 0.00 12.500 1.20 0.00 18.750 1.20 0.00 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.008 24.500 0.008 2 0.000 0.000 24.500 0.000 3 24.500 0.008 25.000 0.000 4 24.500 0.000 24.833 0.000 Beam Number = 38 I -End (100.00,24.00) J -End (125.00,24.00) = W 14X22 Fy = 50.0 ksi = 25.00 Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.00 0.00 0.0 1.87 Snow 0.0 0.00 0.00 0.0 1.87 Snow 0.0 0.00 0.00 0.0 1.87 Snow LL 0.000 0.000 0.013 0.013 0.000 0.000 0.012 0.004 Red% Type NonR Snow NonR Snow SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 7.03 kips I.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): I.2DL+ 1.6LL I.2DL+ 1.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Mu kip -ft 57.8 57.8 Left 1.90 2.97 7.03 ft 12.5 12.5 Right 1.90 2.97 7.02 12.50 ft = 12.50 ft = 12.50 ft = -0.290 -0.453 -0.743 Lb Cb Phi ft 0.0 1.00 0.90 0.0 1.00 0.90 UD = 1035 UD = 662 UD = 404 Phi*Mn kip -ft 124.50 124.50 18 1 CD CO 0 (c) CD w CD 0 0 a 0 v CD 0. 0) m m r— c_ cp m 0) z -n 0 0 z 11 Description -t (00) 31 26 37.25 37.25 A, t 6.72 6.72 6.72 0) cr) --.4 n.) I 6.72 I 6 _. ...1 .-1 0) 0) 0) -t ...i 0) 0) -1 -f. 0) 0) DL (psf) r...) iv N.) C-11 01 C31 N.) 1•3 C.11 01 K.) N3 01 01 ::..':', "..,..::;'. .''''.!,, ".'-,-'' 7,;`, j.:',-;', •-`'-f,P- •-;•!',";, ,..,- :,', ',;-. :,''. , , , -,-,,,... , 0000000000860N -u .-I -u CO CO 03 „,., ...1 03 „,. -1 C) CO WDL (00 WLL (1310 WTL (PIO 0 0 0 0 0 0 -1. _%. -I. 0 0) CD 0) CO 03 CO ...t --x CA CD 0 CO -u .-a. CP CO 0 0) 0 0 0 0 0 0 n.) to 1•3 0 -.I V V 0) CD 0) 276 246 276 246 t liikt ;., .. 0'; W 14 .,Y.:: 41.J): .-',...• :.,.!'fp,',7;.?: ED ---- . < ci) 5C- 53 s• o 4 ..,...... C... 0 000000042. O00O000"3(0 397.2 279.4 149.2 0.0 573.5 512.0 800.1 714.4 0.0 0.0 o 6 0000mc44,. ip o b o im in 63 .11. pop) 6 :11. -• C30CDOCD Obbbb 0.0 364.2 325.2 221.0 197.3 127.4 75.1 29.3 0.0 30K8 30K8 28K6 28K6 22K5 (i:§14) -1-2acf) .. . 1 CD CO 0 (c) CD w CD 0 0 a 0 v CD 0. 0) m m r— c_ cp m 0) z -n 0 0 z 11 COUGHLINPORTERLUNDEEN • STRUCTURAL • CIVIL • SEISMIC ENGINEERING ' Lateral Summary & Loads COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 11.4 - SEISMIC GROUND MOTION VALUES 0.415 Vs = Geotech. Rpt. (Shear Wave Velocity) N = Geotech. Rpt. (Standard Penetration Resistance) Su = Geotech. Rpt. (Un -drained Shear Strength) Site Class = 6 Geotech. Rpt. (or Chapter 20) Fa = 0 • ! Table 11.4-1 pg. 115 F„ = 2.14 Table 11.4-2 pg. 115 SMS = • 6.30 Eq. 11.4-1 pg. 115 SMI = 1 • ` Y Eq. 11.4-2 pg. 115 SDS = 0.8? Eq. 11.4-3 pg. 115 SDI = O • 1 Q Eq. 11.4-4 pg. 115 Ss= SI = Fig. 22-1 pg. 210 Based on lat-long of site using 2002 USGS database Fig. 22-2 pg. 212 Based on lat-long of site using 2002 USGS database ASCE 7 SECTION 11.5 - IMPORTANCE FACTOR & OCCUPANCY CATEGORY Nature of Occupancy ►/Vaareh 1761 re- 4r- 0iriocca Occupancy Category IBC Table 1604.5 Importance Factor, I = 1. 0 IBC Table 1604.5 pg. 281 ASCE 7 Table 11.5-1 pg. 116 (for seismic design only - not wind or snow loads) ASCE 7 SECTION 11.6 - SEISMIC DESIGN CATEGORY SDC = P Table 11.6-1 pg. 116 (Choose most severe. See Section 11.6 for exceptions) SDC = Table 11.6-2 pg. 116 ASCE 7 SECTION 12.2 - STRUCTURAL SYSTEM SELECTION Basic Seismic Force Resisting System(s) - Table 12.2-1 pg. 120 -122 * jun+e‘rwled 1C. -,veeac - s'Cegy vo6,\\,5 * Specwk-e,c.j S'tttc( Oct(i5 tger_er'n f fi'oe � ire &at, 4 c v4s�! 4.14.A4 s _ee(F R = 4 (R, EL, Ca & can very for each orthogonal direction per 12.2.2) $ g Q.= 7•f (use reduction of 0.5 from value per Table 12.2-1 footnote g where applicable) Z• Z. Cd= M S• C. u Height Limitation = % 0 oject• / l%1 Ite LiKIV Designed By• in, Date: f'z, I - Project No: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F. 206/343-5691 20 COUGHLINPORTERLUNDE,EN , STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 12.3 Horizontal Irregularities (Table 12.3-1 pg. 125) Type la (y/16;) Type lb (y/6) Type2 ey/n) 1.2C '/. �,y.� tn��.,►�•-� Type3 (y/&- Type 4 (y/6 Type 5 (0' it) Vertical Irregularities (Table 12.3-2 pg. 125) Type la (y Type lb (y/ Type 2 (y/0 Type 3 (y/Q Type4 (y/6 Type 5a (y/a Type 5b. (y / LQject• Project No: /J Ir t r 64 �n Designed By GT2-Date: �� LZ Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA • 98101 • P. 206/343-0460 • F: 206/343-5691 2J 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 12.3 (cont.) p = 1.3 Section 12.3.4.2 (can vary for each direction of loading) ASCE 7 SECTION 12.6 - ANALYSIS PROCEDURE (Table 12.6-1 pg. 128) 17.9 6-01 H i ✓k 1-e•-► 4- to. l pio v' e •� COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /171•1 rr • C. ASCE 7 SECTION 12.12 - DRIFT AND DEFORMATIOgqN 1 Allowable Story Drift Da = U• OI yIi fs Table 12.12-1 pg. 134 Approximate Period Ta = 0, ion 5 Eq. 12.8-7 pg. 129 Calculated Period (if used) T = X Upper Limit on Period Cu * Ta = • T YS Table 12.8-1 pg. 129 (can ignore for drift checks) EQUIVALENT LATERAL FORCE PROCEDURE Seismic Response Coefficient C, = Design Base Shear V = Torsional Amplification Factor Ax = Ash 191 Z,' ." Z Eq. 12.8-2 through 6 pg.129 Eq. 12.8-1 pg. 129 Eq. 12.8-14 pg. 130 Vain -es F-2511- c‘.( , ZZs (Alfrit ice r_ ' p l L IY' S� VAIGLe I % GYI fT�'e1' $ ✓t,cd' 1, e f .5; f4.t orP• fit , ,F fR f(' r/ , bee S` 1 rs CV 411 f y( f a--t4r/cuere .•oject: fe l& L Project No• Client: Designed By: Date: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 of 21 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING INTERNATIONAL BUILDING CODE 2006 ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: BASIC WIND SPEED & EXPOSURE CATEGORY V = 55 Fig. 6-1 pg. 32 - 36 or consult local building official Exposure Category �� IBC 1609.4 or consult local building official Building official Phone # "— Date IMPORTANCE FACTOR Category = T— Table 1-1 pg. 3 Iw = I. O Table 6-1 pg. 77 VELOCITY PRESSURE COEFFICIENT Mean Roof Height = TO RAPHIC FACTOR (All Heights) Table 6-3 pg. 79 (Low -Rise) Table 6-3 pg. 79 Note to En . See Coughlin Porter Lundeen's Engineers Tips Checklist for Wind Design for available Kzt maps, or gather data listed below to calculate Kzt in endently if required (see Section 6.5.7). H= x= z= Lh = Fig. 6-4 pg. 45 Fig. 6-4 pg. 45 Fig. 6-4 pg. 45 Fig. 6-4 2-D Ridge 2-D m 3-D Axisymmetrical Hill Fig. 6-4 pg. 45 K� = Fig. 6-4 p;. 5 - 46 K2= Kit = 110 GUST EFFECT FACTOR G= Gr= Fig. 6-4 pg. 45 - Fig. 6-4 pg. 45 - 46 Kzt = (1 + KIK2K3)2 Eq. 6-3 pg. 2 All Heights Method -Rigid Structures = 0.85 o •. 6-4, pg. 26 All Heights Method -Flexible Structures Eq. 6-8 pg. 26 ENCLOSURE C,f..ASSIFICATION Enclosed Partially Enclosed Open (see Definitions Sec. 6.2 pg. 21) oject: \ & \eV%AA/ t47&t Designed By: et., Date: Project No• Client: Checked By• Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 2.3 Conterminous 48 States 2006 International Building Code Latitude = 47.47485556 Longitude = -122.2554833 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 1.445 (Ss, Site Class B) 1.0 0.495 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 47.47485556 Longitude = -122.2554833 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class E - Fa = 0.9 ,Fv = 2.4 Period Sa (sec) (g) 0.2 1.300 (SMs, Site Class E) 1.0 1.189 (SM1, Site Class E) Conterminous 48 States 2006 International Building Code Latitude = 47.47485556 Longitude = -122.2554833 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class E - Fa = 0.9 ,Fv = 2.4 Period Sa (sec) (g) 0.2 0.867 (SDs, Site Class E) 1.0 0.793 (SD1, Site Class E) A- A W N mmmm 0) 7l . W N —+ aoeyns 6uipuns AV7 OO)A n W V U101 co V c00 - 27 O 0 W Co CO -c071UO1 c0 in QD .J 0 0 0 O 0 0 N � O • V W OO A V 4D l .0 2S Wo c0 c0 c0 c0 c0 6 6 c0 6 cO co co co O CO CO CO W CO CO 01 43 O O O O O O 0 0 2 N J J J J < 07 co (0 c .0 o - c0 40 40 40 40 4) 40 40 40 c0 (00) CD CO CD CO CO CO CO o y 0 O0 CO CO 2 O N — N m m + + + + w A M m sa3eyns 6uippng o-.0.,120 0A C 2, 0 O (0N a co r O V = O A iD 6 1, y O O O CON a 0 c 3 3 mmm F; CD 01 A W N.) -a 062+0600000 O1 C 0 A A N W O)A CO W V'flc71 NW V c00 0 0 0 0 0 0 0 0 0 0 (0(0(0(0(0(0(0 CO CD 0O 0 0 0 0 0 0 0 0 0 0 CO CO 03 CO CO CO OO CO (0O aoepns 6unng 0 c) n 510 V W?�6in6eaN 0 20 V -- 0 W W co V c071 V N a) a O O 0 O 2 o 0 0 0 0 NN a. V W 0 56 N CO 0 a1 cn V N W<O O N N- N 019) O CO cV71 c071(000 V V - c00 �O co a .b bc b' o 'o.'6 b" O c) i► S7r C O`.p:+A.N.W O1 -_.A ID,0 W cv.�l.�.cn [n'co. j•. t[].. 01 0 0 m =. !;;* C) (1. — O m .? e2. 2 0 o in 0 A (1.; N W 0) A O m W W V -. 01 1 t0 V c0 0 A ¢ m c 0 730 00 51 0 o m 11 II II 11 11 11 cD o. 0 10 O co . w= 01 3 M b• aa 0. o A 0 • coN N_ m K co co 3 Z5 CUU HLINI'UKI EKLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING p►dP II .0-0111 : ? if ') (! h')(,o, sp z 51,01e- 1 , 5.EK 1,01e- comeaseassemsmormammael SEGS tit ‘ G Go Iv -M-0 (..S Foto I4/y' 73, Cj a T5A-S S 1 . 14•//4/P (/io') C� 1)(10/9_-P� Vigh ifita :17 t B U/ Gl: P J /K[ St 4 & V = (45962900 es.f) = 7 E%SM\C (oAM( oc:S1 i 1 CDNrlem I.,S Project: le /*E GC Designed By: En.- Date: M%ZZ) (O Project No. Client: Checked By:Sheet of 413 PINE STREET • SUITE 300 SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 71 Zr • 44,0• 44,0• r) P-23 P-24 -.4::0-`�,-.ms P-25 .1 P-26 P-21 s ' IIIA C>lw 1 I 4 .,) �� * 1 1 1 kl ,, �r o \kms p 1 � � �! / ,,,T, / /` . 1 At. P� L1 nilp ow O � ° +111. 44 . j; 1 III _o oiiii oAriIQ 1 1 rA 1 1 tr 000 �` E r 1 k. st = . )o�, ,.. 1: A 0 r 11 ,, de r 6',.1 1b '341 = f 1U il8 ► i o Q, 'p, 1 1 (N .0 ■ 0.. ,o ` 0 70 IOW .. Q 10.1' SW , X14 1 w �f C. 10 00© 0 0 0 0 71 STRUCTURAL • CIVIL • SEISMIC ENGINEERIN'C Aig. �, c_/ D, E .5.E15 X7rS/4. iv L-3H;fid t-,5 73I le/ b• E GL a m -Z- ✓r re/ rIc..cc 4 olX16, *-V1 e l e l # 01 i')i + _ ! c -, / L i ei i o l C int �' P C.o,1.1 der. r ;s C/c7 P c or'n vKG J,Q/ a¢ 441.11 (4✓ r -s G-oze.) Rfnci 11-e- 4N1 m cft vt«t - Q®r ! r. ea P 6 0 1vno-*s- 6, va vs, • Project: In k ur br^ Project No. Designed By: LTi.. Date: l 2 fa I ( p Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Z1 coI 0) f ;u II { 'S31ON NVld Z BUILDING A- INTERURBAN BmCE / WARMOUSES 110110 11111BILIIIAN AVE S. TUKW LA. WwMICTOM 11 NO. n4 MOANSFULEER•SEARS (1/4!) 1 h X 2- . - do - I do r'I. 1.07:, I. Idit(3ec..00) X I - Ie la IB le w CLO. nal a, m m m do 1 Oa m I m do m m I m m m m MR (260, 110) m 1. _ EO ...Om �mon Y "d� 11 NO. DAN MOANSFULEER•SEARS ARCHITECTS1 4 . - - Ain 0 -n -n 3 z r D z II fj 1' { 1' -a 6 BUILDING A - INEERORWUI oFACE / WAREHOUSES u$OSrrruuew*vra 111111111A. WASIlQTU m 3 r z z FULLER•SEARS NO DAT[ IQYAIE(S ARCHITECTS 4 - Interurban Seismic Weight Take -Off Building A - (east/west direction) Level Label Floor/Roof Area (ft 42) Area Wt.(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min Roof 1 7240 16 116 145 261 0.23 0.23 60.1 60.1 45.2 Roof 2 10800 16 173 172 345 0.23 0.23 79.2 79.2 59.6 Roof 3 8740 16 140 172 312 0.23 0.23 71.7 71.7 53.9 Roof 4 8420 16 135 196 331 0.23 0.23 76.2 76.2 57.3 124S.' • Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Wt Story Force Fpx Fpx min 2nd M1 1000 33 33 15 48 0.12 0.22 5.8 10.6 8.3 2nd M2 1000 33 33 11 44 0.12 0.22 5.3 9.7 7.6 2nd M3 1000 33 33 11 44 0.12 0.22 5.3 9.7 7.6 2nd M4 1000 33 33 11 44 0.12 0.22 5.3 9.7 7.6 132 Building A - (north/south direction) 48 I :180";. W. 1429 -4z2 V= 309 Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min Roof Al 11270 16 180 72 252 0.24 0.24 60.4 60.4 43.6 Roof A2 10160 16 163 72 234 0.24 0.24 56.2 56.2 40.5 Roof A3 8110 16 130 0 130 0.24 0.24 31.1 31.1 22.4 Roof A4 5670 16 91 42 133 0.24 0.24 31.8 31.8 22.9 Level Label Floor/Roof Area(ft 2 ") Area Wt. s (p t) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min 2nd M1 1000 33 33 15 48 0.12 0.22 5.8 10.6 8.3 2nd M2 1000 33 33 11 44 0.12 0.22 5.3 9.7 7.6 2nd M3 1000 33 33 11 • 44 0.12 0.22 5.3 9.7 7.6 2nd M4 1000 33 33 - --- 11 -- 44 0.12 0.22 5.3 9.7 7.6 W= 929 V= 201 Building B,C,D,E - (east/west direction) Level Label Floor/Roof Area (ft ^2) Area Wt.(psf) Misc. Wt. Floor Wt (kips) (kips) Wall Wt (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min Roof Roof 1 2 5000 600 16 16 80 10 200 6 280 16 0.18 0.23 0.23 0.23 50.4 3.6 64.4 3.6 48.4 2.7 206 Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Story Force Fpx Fpx min 2nd M 1008 33 33 15 48 0.12 0.22 5.8 10.6 8.3 4& W= 344 Building B,C,D,E - (north/south direction) V= 60 Level Label Floor/Roof Area (ft ^2) Area Wt.(psf) Misc. Wt. Floor Wt (kips) (kips) Wall Wt. (kips) Total Wt Seismic Coeff.Dia Coef Story Force Fpx Fpx min Roof 1 5000 16 80 138 218 0.23 0.23 50.3 50.3 37.8 Roof 2 600 16 10 6 16 0.23 0.23 3.6 3.6 2.7 80 Level Label Floor/Roof Area (ft ^2) Area Wt(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min 2nd M 1008 33 33 0 33 0.12 0.22 4.0 7.3 5.8 0 33 0 :-.-,:33:-:;,.: : R `4_: V= 58 Building F - (east/west direction) Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. (kips) Floor Wt. (kips) Wall Wt. (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min Roof 1 2280 16 36 114 151 0.18 0.18 27.1 27.1 26.1 0 36 114 , ..151;;.. I I, '._ 27 ,- Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. Floor Wt. (kips) (kips) Wall Wt. (kips) Total Wt Story Force Fpx Fpx min 2nd M 580 33 19 7 26 0.11 0.17 2.9 4.5 4.5 7 Building F - (north/south direction) W= 177 V= 30 Level Label Floor/Roof Area (ft "2) Area Wt.(psf) Misc. Wt. (kips) Floor Wt. (kips) Wall Wt. (kips) Total Wt Seismic Coeff. Dia Coef Story Force Fpx Fpx min Roof 1 2280 16 36 50 86 0.19 0.19 16.4 16.4 14.9 Level Label Floor/Roof Area (ft 42) Area Wt.(psf) Misc. Wt. (kips) Floor Wt (kips) Wall Wt. (kips) Total Wt Seismic Coeff.Dia Coef Story Force Fpx Fpx min 2nd M 580 33 19 7 26 0.11 0.17 2.9 4.5 4.5 0 19 7 V= 19 co C m co D r a) 0 E 3 r 0 a) o_ 0 c) 0 0 c 5' :OOg40 ueginje uI 22'-o• na 3 -r -o• (Th F° • do , 03 — a = 2-2 co CT ho -rn 0) crir 0 a) 0. E3 0 CD 0 31 0 m 3 z r D z 1' ;I1 ri TI( { BUILDING A -INTERURBAN OFFICE / WAREHOUSES 146OOINTERIM' AVM TUNWNA. WILMINGTON x. uP 3 .831ON NV1d 38 FUl1ER•SEARS• N0. OAIE REMARKS ARCHITECTS 4• 38 Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = D.;- • (Per soils report or assume "D") h n = 28, (Height of structure) Diaphragm Construction = E.& i3 (Enter "R" or "F" for Rigid or Flexible) Cc = 0.02 (Per Table 12.8-2) x = ; '0.75 (Per Table 12.8-2) Spectral Response Acceleration Parameters: SMS = SMI = Sos = SDl = Ss=, Si Fa = 0.90 Fv = - 2.40 Fa*Ss= 1.30 Fv*S1= 1.19 2/3 • SMs = 0.87 2/3 * SM1 = 0.79 (From ground motion maps) (From ground motion maps) Structural System: Special Concentric Braced Frames Seismic Design Category (SDC) = R f2o Cd = ' :5.00 =. Building Building Height and Other Limitations = 160_, T 0:24•_, Tmax=:6:00 Cs 1 = 0.145 Cs max = 0.542 Cs min 1 = 0.010 Cs min 2 = 0.000 If S1 is equal to or greater than 0.6g Cs = 0.145 Base Shear = V = Cs*WDL = 0.145 * WDL Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = . D i (Per soils report or assume "D") h n = . 28 (Height of structure) Diaphragm Construction = F & R (Enter "R" or "F" for Rigid or Flexible) Ct = 0.02 (Per Table 12.8-2) x = 0.75 (Per Table 12.8-2) Spectral Response Acceleration Parameters: Ss =" 1•.45. (From ground motion maps) S1 = 0.50 (From ground motion maps) Fa =,. 0.90', Fv =:` 2.40 SMS Fa*Ss= 1.30 SMS= Fv*S1= 1.19 SDS=2/3*SMs= 0.87 SDI =2/3*SM1= 0.79 Structural System: Intermediate Precast Shear Walis Seismic Design Category (SDC) = ' D R = . 4.0 0o = Cd = 4.00 IE =, 1.00 Building Height and Other Limitations = 160 T =: '0:24 Tmax= ;6:00 • Cst= 0.217 Cs max = 0.813 Cs mint= 0.010 Cs min 2 = 0.000 If S1 is equal to or greater than 0.6g Cs = 0.217 Base Shear = V = CS*WDL = 0.217 * WDL Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = D ` (Per soils report or assume "D") h n = 28 (Height of structure) Diaphragm Construction = F,& Ii (Enter "R" or "F" for Rigid or Flexible) Ct _. 0.02, - (Per Table 12.8-2) x = ..) (Per Table 12.8-2) Spectral Response Acceleration Parameters: Ss =:. 1.45 ; (From ground motion maps) = 0.50 •! (From ground motion maps) Fa = 0.90: Fv = 2.40, SMS = Fa' SS = 1.30 SMI= Fv•Si= 1.19 SDs=2/3•SMs= 0.87 SDI =2/3•SM1= 0.79 Structural System: Special Reinforced Masonry Sheaniyails Seismic Design Category (SDC) R 5.0 ffo=` 2.5'.''.. Cd = 3i5Q:, IE = 1.00 Building Height and Other Limitations =, 160 T= Cs 1 = Cs max = Cs min 1 = Cs min 2 = Cs = 0.24% 0.173 0.651 0.010 0.000 0.173 Base Shear = V = CS*WDL = 0.173 Tmax= .6.00 If S1 is equal to or greater than 0.6g * WDL AR • a 3 E S D n (0 0 A V V W Jeays esee co 0 fD 7 D) O a oc N 7 y G m C C N a. 3 o o m O D) S 'a CD O D O O CD 8 w Ca O i 73 8 N a Level S o, 5 o a . .. .. - 0 0 q _ m 0 A 0 S 3 �p A N N O , 5? (.0 (..., - V n N m V Al P a -<. w 0 m I;Story Forces O W O O Dead Load Ratio. I m V W 0 < g1 T S w• ' Diaphragm forces 0 N W+ - 0 P0 V DfO0C' 0 0. • . 0 0 j,7 co N ;.y A:.o o: m ",y'3' O O W N 0 0 o 42_ a E 3 3 % 7 II 11 O 0 A 11 CA co E le e all all 0 O V CJ 11 x O 1 V Jeayg eseg Jo ou io; pais o O A 8 N M 4 CO m 43 = XI I L roof/Mech r eo O �.� w'0ii1 a ,_ 0 o A O 0 "iQ = AI O A O a GN �yp A A .ri' S r m az w * 0 § V A OD U.— U.a, 0 T.. < »' .m 'A co S sc O _a. 00 1 0 o. 73s,a 0 0 o s: :I w < fel' �1 Diaphragm.Foices 0 W V 0 V 73ro 0 0. m o"a`a o o A N :N 0 T. 0 0. ' m `3 � A , 0 0 O S 43 3 3 0 V Jeayg asee O 03 0. O J > 0 rug O 0 � 7 co O d c' a m N 0 C 0 0 arN O O . 8 a N 4+ O 3 7 a O 0 m a 0 0'p. N ,i,Z S coN Oo A •^_' O N CO2. m o N Zr „Mr 0 Ci,, to 0 N o m.T _ m = e'w 1.. StoryForces. o (W .3 0 -J Mr:'0 O 0a a a, CD 0 o A r < 'm .T eo m 7 w :Daphragra Forces (.1 W r V C 0 m 0, 0. 0. 0 0_0 W N y, o': Q 0 :+,..3 O 0 0 4N7 N v: " s ci. 4+ O O A N (l y N 6, 9 9 D 11 O 0 1 w u 0 JeagS °seg 5• a m a m CD o O7 y , D o Q En - Q. o o' • M c 07 C a 3 N 01 8 N M 11 N A 45 z r a.• OI R < P. N .t. ..£ v� E. A A H =Q COri N O A o as m N N N x ?. o N A N V m <. Y . .. S"w y Story Forces.. o is, V oAr.'O .a CO Y Om` 0 a 6 N N A O A < T, 1I a. £ n :, x , w Diaphragm Forces, 0 N,mge V o V A r O O. a 0 0 Ala N'$,3 0, 0 C O a .. f1_ O O A N 0 0 O 45 JeagS ;see o 0) co Na m CD a > W O o cr a ca • c m = n 3 N ») g 0 0 O IY 8 w w N DA N G r 0 0 N E re a 0 co S O N O N co A 74 74 O co CO O o 0 a 0 0 0 0. tO m N m.m '�m1r . O -» O A O W 0 0 0 0 0..'a m S m• 3. 0 O a a O co 0) n.m O 0- Seismic Base: Building F (east4vest) 44 E 3 5 II 11 O 0 A N y 0 0 N m 11 I {0 J W E 8 G II no G 11 0 w Jean eseg O 7 (1) 5 a CD NN 01 D oo ai 0-0 CD • c 03 a 'A'. 0. c toW 03 N M II I 11 1 8 0 A N N CO• z 0 r a 0 r m co 0)) 0)) 1 6f 4 0 0 s O 0 N O 0 N N 0 CO 0 'A• 2 2 0. O C. 0. (3, 0 9) A A tr 0 m 0 w 0 o m d, 03 O a a o S :a m -n0 m 0 0 to y Q' 1? 0 0 CO1.6 V 6 0, (y nos,gpou) j Busp ng :eseg NwsleS 41 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Diaphragms & Struts 2...p•immwolsimortrm� STRUCTURAL • CIVIL • SEISMIC ENGINEERING £v D e Dt _ tG ®d../4 014 ,AM Po* of 4fr .Sfl ell ACS -Divr AC. k'n LS X2 44 t' c �.� �' 0' c S"F- CA S IE se 4 No • ZKwD Sa a t Ar Ac H � 3G P4rrtnA' 115c V CY1 Jog/ p/, cla 6-6� _g4/_ Bal A.2,S. = G'; TIP Ce dt kr40,4 e- If, 44 / C/. �r) S a 1 S�j '?• p 1F Go/Ai. A. -"I 1-72 de c k ,9 :$ 4" 03 ,r„ '`•"�---�—.. � `......--".'��..�--•-rte,..»_.-. 7 510 o v ()vial I 13'10 = � ..tf 11 3 57496'.0 -C�LgSI- 57:3 ,vim 'reject: hei 44,01114 pt Designed By: tn.-- 'roject No. Client: Checked By: Date: Sheet PN") of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ESR -1414 1 Most Widely Accepted and Trusted Page 14 of 56 TABLE 7 -1 -ALLOWABLE DIAPHRAGM SHEARS (qa), (In pif), FACTORED DIAPHRAGM SHEARS (qr), (In pif), AND FLEXIBILITY FACTOR (F) 22 GAGE DGB-36 AND DGBF-36 INTERLOCK DECK WITH ARC SPOT/SEAM WELDS AND DELTAGRIP*M SIDE SEAM ATTACHMENT (See DeltaGripTM System Notes) Support Fasteners Seam Spacing (in) Deck Span (ft)4 5 6 7 8 9 10 11 12 36/7 4 qa 1qr 1.835 12753 17641 2646 171312569 1 143612283 11001 1748 869 11381 704,1 1119 58271 925 .4891 777 F 7.3-0.9R 7.6-0.9R 7.8-0.8R 7.9-0.8R 8-0.7R 8.1-0.7R 8.2-0.6R 8.3-0.6R 8.3-0.5R 6 qa qr 1587 2380 1491 2236 1422. 2133 137012055 "110011748 869. 1381 704 11119 582 1 925 489: 777 F 8.2-1.4R 8.6-1.4R 8.9-1.4R 9.2-1.3R 9.4-1.3R 9.6-1.2R 9.7-1.2R 9.8-1.1R 9.9-1R 6 q,, 1 ch 1432 12148 135712036 12431 1864 121211818 11001 1707 869 11381 704 11119 582 1 925 489 J 777 F 8.8-1.8R 9.2-1.8R 9.8-1.9R 10-1.8R 10.5-1.8R 10.6-1.7R 11-1.7R 11-1.6R 11.3-1.4R 12 qe Qr 1255 1882 1129 1694 '104011561 962 11443 '.. 900 11350 ' 851 .112774 704 11119 582 1 925 489 1 777 F 9.6-2.4R 10.4-2.6R 11.1-2.7R 11.7-2.8R 12.1-2.7R 12.6-2.8R 13-2.7R 13.3-2.7R 13.4-2.2R 18 (la I- qr 1157 1736 :10461 1569 863 11294 806 11209 763 11145 669-1 1004 649 1 973 582 1 925 . 489 1 777 F 10.2-2.9R 11-3.1R 12.3-3.7R 12.9-3.6R 13.4-3.5R 14.5-4R 14.8-3.8R 15.1-3.7R 15.8-3.3R 24 Qa I qr 1954 1581 943 1414 772 1115711111101r1- .626 1 939 608 1 912 539.1 809 532 1 798 `;481 1 721 F 10.8-3.4R 11.7-3.6R 13.2-4.3R 13.7-4.2R 15-4.7R 15.4-4.6R 16.6-4.9R 16.8-4.7R 17.5-4.1R 36 qa 1 qr 1054 11581 = 833 11250 680 11021 649 -1 974 558 j 837 ' 487 1 730 484 1 727 433 1 649 390 1 585 F 10.8-3.4R 12.5-4.3R 14.1-5.2R 14.6-4.9R 16.1-5.5R 17.6-6.2R 17.7-5.7R 19-6.3R 19.7-5.2R 48 qe I qr 925 11388 833 11250 .680 11021 571 1 857 489 1 734 487 1 730 430 1 644 383 1 575 344 1 516 F 11.6-4.2R 12.5-4.3R 14.1-5.2R 15.8-5.9R 17.4-6.6R 17.6-6.2R 19-6.7R 20.5-7.4R 21.1-6R 60 Qa 1 Qr 925 11388 :724-11086 680 11021 571 1 857 489 1 734 . 426 J 639 375 1 562 383 1 575 344 1 516 F 11.6-4.2R 13.5-5.2R 14.1-5.2R 15.8-5.9R 17.4-6.6R 19-7.4R 20.6-8R 20.5-7.4R 21.1-6R 36/5 4 qa 1 gr 1511 12266 147012206 1441 12161 141812126 110011748 ' 869 11381 704 11119 582 1 925 . 489 1 777 F 7.5-0.9R 7.8-0.8R 7.9-0.8R 8.1-0.7R 8.2-0.7R 8.3-0.6R 8.3-0.6R 8.4-0.5R 8.4-0.5R 6 q,, 1 cif 1351'12027 12891 1934 '124411865 120911813 110011748 -869'11381 704:11119 582 1 925 489.1 777 F 8.5-1.4R 8.9-1.4R 9.2-1.3R 9.5-1.3R 9.7-1.2R 9.8-1.1R 10-1.1R 10.1-1R 10.1-0.9R 8 qa I qr 1242 11863 119211789 110911664 1088. 1633 10321 1549 869 11381 704.11119 582 1 925 489 1 777 F 9.2-1.9R 9.6-1.8R 10.2-1.9R 10.4-1.7R 10.9-1.7R 11-1.6R 11.4-1.6R 11.4-1.5R 11.6-1.3R 12 qa' qr 110711660 1013 1520 945.:. 1418 893: 11339 '852''11278 819- 1229 .704`11119 ,582 '1 925 `.489`'1 777 F 10.3-2.6R 11.1-2.7R 11.8-2.8R 12.4-2.8R 12.8-2.8R 13.3-2.7R 13.6-2.7R 14-2.6R 14.1-2.2R 18 qa 1 at 1029 11543 , 944 1416 817 11226 _ 769 11154 731';1 1097 641:: 1 961 .623 934 382 1 913 ..489-1 777 F 11-3.1R 11.8-3.2R 13.3-3.9R 13.9-3.8R 14.3-3.6R 15.6-4.1R 15.8-3.9R 16.1-3.7R 16.8-3.3R 24 Qs 1 q1 942' 1413 _• 869 11303 729 11093 691 11037. ` 594 ' 1 891 `'580 1 870 513'' 1 770 ' 509.1 763 '460 1 689 F 11.8-3.8R 12.7-3.9R 14.4-4.7R 14.8-4.5R 16.3-5R 16.6-4.8R 17.9-5.2R 18.1-4.9R 18.9-4.3R 36 q" 1 cif 942 11413 782 11173 638 1 957 613,1 919 .526'J 789 :458 1 687 459 1 688 410'•`1 614 =�36&'1 553 F 11.8-3.8R 13.7-4.8R 15.7-5.8R 16-5.4R 17.7-6R 19.4-6.8R 19.3-6.1R 20.8-6.7R 21.7-5.7R 48 cu, 1 cif 848 11271 •'782 11173 638.1 957 535 1 802 "457 1 686 ,458'.1 687 404`:1 606 360 1 540 :323:1 484 F 12.9-4.8R 13.7-4.8R 15.7-5.8R 17.5-6.6R 19.4-7.4R 19.4-6.8R 21-7.3R 22.7-8R 23.5-6.7R 60 Q" 1 cif 848 11271 . 673.J 1009 .638'-1 957 535.,1 802 .457 1 686 397•1 596 349'1 524 •360::1 540 '.323 1 484 F 12.9-4.8R 15.1-6R 15.7-5.8R 17.5-6.6R 19.4-7.4R 21.3-8.3R 23.1-8.9R 22.7-8R 23.5-6.7R 36/4 4 qa 1 qi 127011904 12461 1870 122911844 1216'11825 11001 1748 '869 11381 704 11119 582' 1 925 -489'1 777 F 7.8-0.8R 8-0.8R 8.1-0.7R 8.2-0.6R 8.3-0.6R 8.4-0.5R 8.5-0.5R 8.5-0.5R 8.6-0.4R 6 ch, 1 qr 1143 11714 :110311655 ' 1075 11612 105371 1579 '103511553 869. 11381 '704 '11119 582.1 925 .489:1 777 F 8.9-1.4R 9.3-1.3R 9.6-1.2R 9.8-1.2R 10-1.1R 10.1-1R 10.2-1R 10.3-0.9R 10.4-0.8R 8 go 1 ch 1049 11574 1021 1 1532 961.1 1441 . 951 11427 909 11364 869 11361 704 11119 582 1 925 489;1 777 F 9.8-1.9R 10.1-1.7R 10.8-1.8R 10.9-1.6R 11.4-1.6R 11.4-1.5R 11.8-1.5R 11.8-1.4R 12-1.2R 12 ga' l qr -927 11391 `:•861 • 1292 -813" 1219 776 1164 747 1121 -724'1 1086 ' 704' 1057 :582 '1 925 .489(' 1 777 F 11.1-2.7R 12-2.8R 12.6-2.8R 13.2-2.8R 13.6-2.7R 14.1-2.6R 14.4-2.5R 14.7-2.5R 14.8-2.1R 18 (la 1 qt • 853 11280. 796.1 1194 692' 11038 660 1 989 ,635'( 953 '.555 1 833 546 1 819 17-3.8R 539, J 808 17.2-3.7R . 487.;1 730 18.1-3.3R F 12-3.4R 12.9-3.4R 14.6-4.1R 15.1-3.9R 15.4-3.7R 16.8-4.1R 24 .q"' 1 Q1 770, 11155 724 11086 601'-1 901 ' 581 1 872 498 1 747 494 1 742 '437'1 655 439 .1 659 -",396 .J 593 F 13.2-4.3R 14-4.2R 16-5.1R 16.3-4.7R 18-5.3R 18.1-4.9R 19.7-5.4R 19.6-5R 20.6-4.4R 36 Qa 1 qt 770 11155 .628' 1 943 . 510 1 765 '503 1 755 430' 1 645 3731 559 382.1 573 340 1 510 :'304'1 457 F 13.2-4.3R 15.5-5.4R 17.7-6.5R 17.9-5.9R 19.8-6.6R 21.8-7.4R 21.4-6.5R 23.1-7.1R 24.2-6.1R 48 (la 1 ch . 670 11004 =:'628' 1 943 '510,1 765 425' 1 638 - 362:1 542 373"1.559 327 1 491 , 290 1 435 -259 1 388 F 14.8-5.7R 15.5-5.4R 17.7-6.5R 19.9-7.4R 22.1-8.3R 21.8-7.4R 23.6-8R 25.6-8.8R 26.6-7.4R 60 eta 1 gr '670'.11004 :.519;1 778 510 1 765 425`:,.1 638 .362 1 542 '312:1 468 `2731 409 _2901 435 .`.259.1 388 F 14.8-5.7R 17.4-7.1R 17.7-6.5R 19.9-7.4R 22.1-8.3R 24.4-9.4R 26.5-10.1R 25.6-8R 26.6-7.4R 44 Page 41 of 51 ESR -1735P (9/1/2009) TABLE 17 -ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE PLB'M-36 DECK PANELS WITH SIDELAPS CONNECTED WITH THE PUNCHLOK® SYSTEM 1'2'3'4,5'6- Continued SIDELAP ATTACH - GAGE MENT SPAN (ft -in.) 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC ®24" q F 8.1+22R 7.8+17R 9.2+15R 8.8+12R 10.0+11R 9.5+10R 10.5+9R 792 707 620 Fzt;; 544 535 505 VSC © 18" VSC ( 12" VSC © 8" VSC (0 6" VSC © 4" 20 VSC (g 24" VSC © 18" VSC @ 12" VSC © 8" VSC © 6" VSC © 4" 18 VSC © 24" VSC © 18" VSC © 12" VSC @ 8" VSC ®6" VSC ® 4" 16 VSC ® 24" VSC © 18" VSC © 12" VSC © 8" VSC 6" VSC © 4" q 836 F 6.5+22R q 873 F 5.6+22R q 936 F 4.7+22R q 988 F 4.3+22R q 743 6.6+17R 774 5.9+17R 655 7.7+15R 713 6.1+15R 621 7.6+12R 673 6.3+12R 599 561 7.6+11R 646 6.4+11R 8.4+10R 628 6.5+10R 554 8.2+9R 616 6.5+9R 853 4.8+17R 898 4.4+17R 784 5.0+15R 844 4.5+15R 757 5.0+12R 811 4.5+12R 724 5.1+11R 790 4.5+11R 718 5.1+10R 778 4.5+10R 701 5.2+9R 753 4.6+9R 1077 992 944 917 901 894 F 3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11R 3.9+10R q 1156 1025 897 852• 782 766 722 721 688 F 6.3+15R 6.2+12R 7.3+10R 7.0+9R 8.0+8R 7.6+7R 8.4+6R 8.1+6R 8.8+5R q F q F q 1351 1224 1120 1078 1028 1016 990 818 688 F 3.8+15R 3.9+12R 4.1+10R 4.1+9R 4.2+8R 4.2+7R 4.3+6R 4.2+6R 4.3+5R q F q F q F q F 3.6+9R 3.7+7R 4.3+6R 4.3+5R 4.3+4R 4.7+4R 4.7+3R 4.7+3R 5.0+3R q F q F q F q F q F q F q F q F q F q F 753 3.9+9R 1216 5.1+15R 1266 4.5+15R 1074 5.3+12R 1117 4.7+12R 944 6.1+10R 1023 4.9+10R 892 857 802 789 782 688 6.1+9R 6.1+8R 6.7+7R 6.7+6R 6.6+6R 7.1+5R 962 921 893 874 818 688 5.1+9R 5.2+8R 5.3+7R 5.3+6R 5.4+6R 5.4+5R 1422 3.5+15R 1542 3.1+15R 1284 1202 1150 1119 1099 990 818 688 3.6+12R 3.6+10R 3.7+9R 3.7+8R 3.7+7R 3.8+6R 3.8+6R 3.8+5R 1413 1338 1295 1270 1223 990 818 688 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+6R 3.2+5R 1871 1651 1443 364 ) 1252 1224 1154 1150 1057 4.3+9R 4.3+7R 5.0+6R 4.9+5R 5.5+4R 5.3+4R 5.9+3R 5.7+3R 6.2+3R 1961 1724 1515 1427 1368 1279 1258 1245 1057 2038 1789 1635 1534 1466 1420 1389 1257 1057 3.2+9R 3.3+7R 3.5+6R 3.6+5R 3.7+4R 3.7+4R 3.8+3R 3.8+3R 3.9+3R 2166 1952 1783 1711 1631 1610 1521 1257 1057 2.7+9R 2.8+7R 2.9+6R 2.9+5R 3.0+4R 3.0+4R 3.1+3R 3.1+3R 3.1+3R 2274 2.5+9R 2455 2.3+9R 2044 2.6+7R 2240 2.3+7R 1907 1822 1770 1738 1521 1257 1057 2.6+6R 2.7+5R 2.7+4R 2.7+4R 2.7+3R 2.7+3R 2.8+3R 2116 2044 2002 1878 1521 1257 1057 2.3+6R 2.3+5R 2.4+4R 2.4+4R 2.4+3R 2.4+3R 2.4+3R 2524 3.2+5R 2645 2.7+5R 2227 1948 1843 1692 1657 1564 1561 1478 3.2+4R 3.7+4R 3.7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R 2325 2044 1926 1849 1731 1704 1690 1478 2.8+4R 3.2+4R 3.2+3R 3.2+3R 3.6+2R 3.6+2R 3.6+2R 3.8+2R 2746 2412 2205 2071 1982 1922 1882 1759 1478 2.4+5R 2.5+4R 2.6+4R 2.7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R 2917 2630 2403 2308 2203 2178 2126 1759 1478 2.1+5R 2.1+4R 2.2+4R 2.2+3R 2.3+3R 2.3+2R 2.4+2R 2.4+2R 2.4+2R 3060 1.9+5R 3301 1.8+5R 2752 2.0+4R 3013 1.8+4R 2570 2458 2391 2351 2129 1759 1478 2.0+4R 2.1+3R 2.1+3R 2.1+2R 2.1+2R 2.1+2R 2.1+2R 2849 2755 2704 2628 2129 1759 1478 1.8+4R 1.8+3R 1.8+3R 1.9+2R 1.9+2R 1.9+2R 1.9+2R 1 VSC = Verco sidelap connection. 2 The dimension from the first and last sidelap connection within each span is to be no more than one-half of the specified spacing. 3 R is the vertical span (Ls) of deck units divided by the length (L$) of the deck sheet: R = LJL,. 4 The flexibility limitations shown in Table 3 may be used as a guide in lieu of rational analysis of the anticipated deflections. 5 Interpolation of diaphragm strength between adjacent spans is permissible. For interpolated lengths, use diaphragm flexibility factor for the closest span length. Diaphragm shear values for side seam fasteners placed at spacings other than those in the table should be determined based on the number of fasteners in each span. 5"0 uuu aruarorvKI CKLVIrVCCIr STRUCTURAL • CIVIL • SEISMIC ENGINEERING 8vrtAdf 04 ,2.00 0,4 Pmc 4 147 S '1Z/ I) / V= 24.1 It? = ,la • / /i, 47- 4-k/ 7- 4_' / n 3 1/=.- kip areti .11.4/A-7 .= 1:),411-4w1e = * (1 y')(..6?-.) = Its/ k 1'xsk'4 / = I7•x—//-P=ts•3k gist =GUI o?5( X-) 33,51/ ISH sfrc{ft = J8.3 — 33• S ..:-.21/.614. r/ Gizip 1 39.6•.tl�.67) = 11 ✓4/rn[M= gs-s _ /7' (/:) (<4 7;61) d 22Y- Pori4+- 9T, C le- p, rriekftA 5*/ -a `t' 20 It V G2+P •� (10(-6 0(:) 1/= 38.6 ire7d /.01- .57-1 ` 'i K Ps#,-* 1zr 71 -az =SR J ✓ -6 2.%'.. 57—.1Y = lc V 38.1 k ,e. zr: 351 /.t7 livid Q ?8' 14411: Ps., l;o LI Poo PIA �] lig 401- 'roject: 'roject No. Designed By: Sri, Date: \\"IAA ( ltd Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 5' r.I •,111-MINIMMIIII`M STRUCTURAL • CIVIL • SEISMIC ENGINEERING 13yi14)/414 4- 1210F DfaP 04Ms evivrbvarb GRio P.g a ar: vtis ? 0 v Xf ) So 'a/ aft in 5 1/ = 31,? 1644 0' ovr f-/1em w4� Clea 1, 4, ivy -S t4 mrO S, ec-,Al-ricots Project: {n wr bG v‘ Designed By: Date: tv4 `f O Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 S2 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING V /4,6 trip /71 vd ,•4 = /0, /171 _ 43/ ? %alp nxA lid, y _ X0.6 / % 0252 p (G &'R m G, F, �G 1/r yfr Jdq?l m a" 1 Vd,.r= ley e a6y//F- ✓ eJc. r,2 5.73/z,67 i -pff (2 S Project: \ Vt �'"� b &v.". C:( Designed By: Date: t 1 f 'Lk [ ( D Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 53 _ 1 v1 11—U%mr•w. so= •NE STRUCTURAL • CIVIL • SEISMIC ENGINEERING 73u'tDIA/4 43 /Zoor D/eDr1 -4MS 4'7'44 C 25.7— Prerf 76/0•g Z. Y1 / 4dvt1, '7.2�1 7114141!l d (2!)62)&b ) s -i.e. be - it, o r ✓�,�e 2s .4.7d .7s.7 -67-= 41v1iv 1,3 al,q= k �"" % X7/•61- Pruject: ‘ykkCv Le_- Designed By: r,'fl Date: Lk 17,C4 -I ( a Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 1 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING B I/! LQ/v4 1200P 1/4-P1152. #f4 S ‘-Ce 6u0d(7 g v.0.A9. iFZID6 kidiat = o2C,4 .1= ar•7t/ 0,6? .r.--31# ° $ vi r-a/NG D/t a/` pts,4 Co -47) SI -5— iktp . rE- %,3vcc,�i�S' �3 4- C- 1/11,011114' ✓r1,Oi'114' ,c (Zoac 17a14Pt 2 *jfti 4121P 4 ✓= 13.ss r. ✓. /3.frr /re? oi /Tt,,../4•47- = J1 Qw^(/ = 11 1/, s /3131/1=--/ '32 RIC 6' p EP- = • 3q 7.31- l3.5s X �1z,D //3 1' I/- 1.214 eleerd 8•a /o.67.`s �?\e/ roject: f/1'to, v ban Off.)-, Designed By: GtL Date: P/a7cQ/f0 roject No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 55 RAM SBeam v4.0 Licensed to: RAM International Zo74f, n 4 �,-at Si/ - STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (44.00,0.00) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 44.00 Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.156 44.000 0.100 0.156 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.13 kips 1.00Vn =131.18 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 89.4 22.0 0.0 1.00 0.90 202.50 Controlling 1.2DL+1.6LL 89.4 22.0 0.0 1.00 0.90 202.50 REACTIONS (kips): 12/23/10 10:11:37' DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 2.20 2.20 3.43 3.43 8.13 8.13 Dead load (in) at 22.00 ft = -0.775 L/D = 681 Live load (in) at 22.00 ft = -1.210 L/D = 436 Net Total load (in) at 22.00 ft = -1.985 L/D = 266 /mow ?K k -P- A,, — e,.1 -e" Q5 1.21 ° 41„ RAM SBeam v4.0 Licensed to: RAM International kyraviiy ream design old 3 STEEL CODE: AISC360-05 LRFD / SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (25.00,0.00) Beam Size (User Selected) = W16X31 = 25.00 Total Beam Length (ft) Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 25.000 0.100 0.150 12/23/10 10:40:45 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.50 kips 1.00Vn =131.18 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu . @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 Controlling 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.25 1.25 1.87 1.87 4.50 4.50 Dead load (in) at 12.50 ft = -0.081 L/D = 3712 Live load (in) at 12.50 ft = -0.121 L/D = 2475 Net Total load (in) at 12.50 ft = -0.202 L/D = 1485 RAM SBeam v4.0 Licensed to: RAM International ? 4 d,, A� c v `a swo-- STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (25.00,0.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 25.00 Mp (kip -ft) = 138.33 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.100 25.000 0.100 LL 0.150 0.150 12/23/10 10:15:00 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.50 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond Center Max + Controlling REACTIONS (kips): LoadCombo 1.2DL+1.6LL 1.2DL+1.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at M9 MS Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft 28.1 12.5 0.0 1.00 0.90 124.50 28.1 12.5 0.0 1.00 0.90 124.50 Left Right 1.25 1.25 1.87 1.87 4.50 4.50 12.50 ft = 12.50 ft = 12.50 ft = -0.152 -0.228 -0.381 L/D = 1970 L/D = 1313 L/D = 788 5s RAM SBeam v4.0 Licensed to: RAM International ravny Deam Lesign ?t4(/dr j A,cP/EgrtofCSii-vf7 12/23/10 10:12:12 STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (37.00,0.00) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 37.00 Mp (kip -ft) = 184.17 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 37.000 0.100 0.150 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.66 kips 0.90Vn =105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 61.6 18.5 0.0 1.00 0.90 165.75 Controlling 1.2DL+1.6LL 61.6 18.5 0.0 1.00 0.90 165.75 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.85 1.85 2.77 2.77 6.66 6.66 Dead load (in) at 18.50 ft = -0.483 L/D = 919 Live load (in) at 18.50 ft = -0.725 L/D = 613 Net Total load (in) at 18.50 ft = -1.208 L/D = 368 51 Strut Connection Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: W14 High Toad connection Date: 12/22/2010 INPUT (input cells are yellow) Beam Inputs in ksi ksi k k k k k Connection Inputs Number of Rows of Bolts Total Number of Bolts Bolt Diameter Bolt Type Vertical Edge Distance, Lev Horizontal Edge Distance, Len Plate Thickness Plate Yield Strength Plate Tensile Strength End Offset from Support Vertical Bolt Spacing, S„ Horizontal Bolt Spacing, Sh Plate Depth 3 6 Beam Size Beam Web Yield Strength Beam Web Tensile Strength wt4x22 • t,,. = 0.23 50 65 3/4 v in A325-N V 1.50 1.50 0.500 50 58 1.00 3.00 3.00 9.00 in in in ksi ksi in in in in 'Seismic Vertical Reaction Dead Load 1.25 Live Load 0.00 Snow Load 1.87 Seismic Load (w/out S2) 0.00 Horizontal Reaction Load (w/out i2) 45.00 Bolt Group Factors (AISC Table 7-8) Load Criteria e, (bolt ecc.) 2.50 Angle from vertical (degrees) 88.7 Bolt Group, C (Vert. and Horiz. Loads) 5.92 Bolt Group, C (Vert. Loads Only) 4.05 ew (weld ecc.) 4.00 SDS = 0.87 O = 2.0 f1 = 0.5 OUTPUT k k k k (IBC Eq 16-2) k (IBC Eq 16-2) k (IBC Eq 16-22) k (ASCE 7-05 12.4.3.2) k k k k Ductility Check Per AISC 4 K ^c=kb < Vertical Reaction ME 0.00 0.2SDsD 0.22 Em = ME + 0.2SosD 0.22 Vertical Load Combinations 1.2D+1.6L+0.5S 2.44 1.2D+1.6S+f1L 4.49 1.2D+fiL+Em 1.72 - Page 10-103 (1.2+0.2SDs)D+SQQE+f1L+0.2S 2.09 Vu = 4.49 bVn = 64.4 OK Horizontal Reaction Hu = OQE = 90.00 (1)11„ = 90.54 OK Combined Horizontal & Vertical Loads Ru = 90.02 Bolt Fracture 94.1 Combined Shear/Tension Yielding 0.198 Combined Block Shear 0.650 Combined Bolt Bearing 0.739 Combined Bending/Axial 0.461 k Maximum Plate Thickness = 0.62 in k DCR DCR Fillet Weld Size Required OK Each Side of Plate DCR 5 16ths DCR OK \\servers\structural\ 2010\P1OJEC-024\ENG\Lateral\W14 high load connection.xls 12/23/2010 Strut Connection Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: W16 High Toad connection Date: 12/22/2010 INPUT (input cells are yellow) Connection Inputs Beam Inputs Number of Rows of Bolts 4 Beam Size W16X26 Total Number of Bolts 8 t„. = 0.25 in Bolt Diameter 3/4 v in Beam Web Yield Strength 50 ksi Bolt Type A325 -N • Beam Web Tensile Strength 65 ksi Vertical Edge Distance, Let 1.50 Horizontal Edge Distance, Leh 1.50 in in Vertical Reaction Plate Thickness 0.500 Plate Yield Strength 50 Plate Tensile Strength 58 End Offset from Support 1.00 in ksi ksi in Dead Load 2.20 Live Load 0.00 Snow Load 3.40 Seismic Load (w/out Q) 0.00 k k k k Vertical Bolt Spacing, S„ 3.00 Horizontal Bolt Spacing, Sh 3.00 in in Horizontal Reaction Plate Depth 12.00 in Seismic Load (w/out Q) 60.00 k Bolt Group Factors (AISC Table 7-8) Load Criteria ex (bolt ecc.) 2.50 Angle from vertical (degrees) 88.2 Bolt Group, C (Vert. and Horiz. Loads) 7.61 Sips = 0.87 0 = 2.0 f1 = 0.5 Bolt Group, C (Vert. Loads Only) 6.10 ew (weld ecc.) 4.00 OUTPUT Vertical Reaction ME 0.00 k 0.2SosD 0.38 k Em = OQE + 0.2SipsD 0.38 k Vertical Load Combinations 1.2D+1.6L+0.5S 4.34 k (IBC Eq 16-2) 1.2D+1.6S+f1L 8.08 k (IBC Eq 16-2) 1.2D+f1L+Em 3.02 k (IBC Eq 16-22) (1.2+0.2Sips)D+OQE+f1L+0.2S 3.70 k (ASCE 7-05 12.4.3.2) Vu = 8.08 k clVn = 89.2 k OK Horizontal Reaction r Ham= 1"2LA. r --- Ht, =QQE= 120.00 k 4Hn= 124.31 k OK Combined Horizontal & Vertical Loads .Ductility Check Per AISC Page 10-103 Ri, = 120.06 k Maximum Plate Thickness = 0.57 in Bolt Fracture 121.0 Combined Shear/Tension Yielding 0.198 Combined Block Shear 0.650 k OK DCR DCR Fillet Weld Size Required Each Side of Plate Combined Bolt Bearing 0.626 DCR 5 16ths Combined Bending/Axial 0.461 DCR OK \\server5\structural\_2010\P1OJEC-024\ENG\Lateral\W16 high load connection.xls 12/23/2010 Lo Strut Beam Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: worst Case W14 strut Date: 12/23/2010 INPUT (input cells are yellow) Spans t= wiaxzz . Beam Length '%' ft (1)Mn = 124.5 k-ft Lunbrac.0 0.0 ft I-torsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k-ft Aa 6.49 in2 M Live 0 k-ft I. 199 in` M Snow 12 k-ft ly 7 in4 M Seismic 0 k-ft rn 5.54 in ry 1.04 in Deflections S. 29 in3 A Dead 0.15 in Z. 33.2 in3 A Live 0.00 in J 0.208 in4 A Snow 0.23 in Cw 314 ine It 0.5 Axial Seismic Load SDs 0.870 QE _T�.' kips no 2.0 1.3 OUTPUT (1.2D+0.2S,,.1D+pQe+f, L+0.2S in k-ft k k-ft Compression Flexural Buckling Capacity • Deflection = Mu = Pu = Moment Capacity 0.25 14 48 125 KUr (max) = 54.2 Qa = 0.913 Qs = 1.000 0 = 0.913 Fcr = 37.5 OPn= 219 k Compression Torsional Buckling Capacity *In = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.320 OK Fe = 18 ksi Fc= 14.17 ksi 0Pn = 83 k 0.682 OK (1.2+0.2Sds)D+f2Qe+f L+0.2S k-ft kips Moment Capacity k-ft Capacity Deflection Mu = Pu = Flexural Interaction Torsional Interaction= = 0.25 in 15 74 Buckling 4,Mo 125 Compression Flexural Buckling OPn= 219 k Compression Torsional Buckling Capacity = 0.442 OK 0Pn = 83 k Buckling 0.998 OK Strut Beam Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: Worst Case W16 strut Date: 12/23/2010 INPUT (input cells are yellow) Spans S'4. -j. W16X31 V Beam Length .,. ft (1)Mn = 202.5 k -ft Lunbraced , 0.0 ft Ltorsion 44.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 24 k -ft A. 9.13 int M Live 0 k -ft Ix 375 in` M Snow 38 k -ft Iy 12.4 in4 M Seismic 0 k -ft r, 6.41 in ry 1.17 in Deflections S, 47.2 in3 A Dead 0.78 in Zz 54 in3 A Live 0.00 in J 0.461 in4 A Snow 1.21 in Cw 739 in6 fi 0.5 Axial Seismic Load SDS 0.870 QE kips no 2:0 1.3 OUTPUT (1.2D+0.2S„JD+aQe+f, L+0.2S Deflection = 1.31 in Compression Flexural Buckling Capacity Me = 47 k -ft KUr (max) = 82.4 Pu = 55 k Qa = 0.964 Qs = 1.000 Moment Capacity Q = 0.964 4Mn = 203 k -ft Fcr = 29.9 en = 245 k Compression Torsional Buckling Capacity Flexural Buckling Interaction = 0.427 OK Fe = 15 ksi Fe, = 13.41 ksi 4Pn= 110k Torsional Buckling Interaction= 0.700 OK 11.2+0.2Sds)D+f Qe+f L+0.2S Deflection = 1.31 in Moment Capacity Mu = 50 k -ft OMn 203 k -ft P. = 84 kips Compression Flexural Buckling Capacity OPn = 245 k Flexural Buckling Compression Torsional Buckling Capacity Interaction = I 0.561 OK I •Pn = 110 k Torsional Buckling Interaction= I 0.981 OK I !4,3 Strut Beam Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: W16 strut at building a grid 3 Date: 12/23/2010 INPUT (Input cells are yellow) S.ans rOw16x31 Len•th .- !;~tr;ft mMn = 202.5 k -ft mBeam Lunaced 0.0 ft 1 -torsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k -ft A9 9.13 int M Live 0 k -ft Ix 375 in4 M Snow 12 k -ft ly 12.4 in4 M Seismic 0 k -ft rx 6.41 in ry 1.17 in Deflections Sx 47.2 in3 A Dead 0.08 in Zx 54 in3 A Live 0.00 in J 0.461 in` A Snow 0.12 in Cw 739 in° rt 0.5 Axial Seismic Load Six 0.870 OE �`' kips no 2.0 1• 1.3 OUTPUT (1.2D+0.2S,,,)D+oQe+f, L+0.2S in k -ft k k -ft Compression Flexural Buckling Capacity Deflection = Mu = Pa= Moment Capacity 0.13 14 85 203 KUr (max) = 48.8 Oa= 0.916 Qs = 1.000 0 = 0.916 Fcr = 39.8 en = 325 k Compression Torsional Buckling Capacity 0Mo = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.321 OK Fe = 19 ksi Fes = 17.01 ksi OPPn = 140 k 0.666 OK (1.2+0.2Sds)D+fQe+f L+0.2S in k -ft kips Moment Capacity k -ft Capacity . Deflection Mu = Pu = Flexural Interaction Torsional Interaction= = 0.13 15 130 Buckling W. 203 Compression Flexural Buckling OPo = 325 k Compression Torsional Buckling Capacity = 0.464 OK 0Pn = 140 k Buckling 1 0.994 OK I 4..vvuroLonrvKi tKLV1rULLM STRUCTURAL • CIVIL • SEISMIC ENGINEERING vii_vo 4 f p,/9144 C14.t g-,cfte5T 645-c-�� pizECT?QA/ 6G elt,'S °I—/3 T`c = 4-(3e./ K9(.999 1,./inolsr CASE Av/S PJvere nDN /07 ff., 6 eiz•ieei 71c_ 61116 almOMP /3/Ipp f.(21.1)6°4)/.1e, 'r sect 'roject No. Jft/IIYMVLcA orA Client: Designed By: En- Date: t / 1 b Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 (QS -- 'NNW 'NM ..__MIN1 v1 I �I14MINi.MN•In STRUCTURAL • CIVIL • SEISMIC ENGINIEERINt vita b, Pr4o '+ Gins k/ 7? 4,,r; C o d / C = *21.1'000/ I44P C - a (mss. 7c) 3 Vye = 9. / kv9 A/ -S p /2EC7?CAJ 6124 19 2X)/auiTar- 3(//LANA F ,pAtkptitz4fq44 Cttivre,vg. k -t1 s ,9-0 Tic = ss)(S3)/34 6.4? k A/-5 G'ai*s j _ 3 T�L = 7 09.2>(11)%66 z 1,/ !C Pruject: 11 /y a IQp e f C 42"- Designed By: e2,— Date: 1 / ) �o Project No. Client Checked By: Sheet ( of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING - of 7,L.T//4, v j /2 ®F De4®m TvPiC4 L- T,oT PAa EL (S •C 'I) (16`J(4 33 Z,M0 Yelps )64-7d - a. & oC-6/ 77-1-7 c K 711-7- ►/)° /A, //L ,, 31r c9 es do = C2V/ 6 P )C/61J(7-1) _ • (110 lel 1;) Prerl P 3.‘3o/s1a3 c47 doh co,v,v /o " c -m e ?1 s (74 )06 /)(: ') e� y as = 9 -.rte 3 7. a r s r a , Project: VON'' kit -4/ 6444 0412-P.---- Designed By: t-2., Date: 3 P 1 t Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ("1 COUGHLINPORTERLUNDEEN ' STRUCTURAL • CIVIL • SEISMIC ENGINEERING • Tilt Up Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Tj/-,L LJ 6ilT Air Pt 4kir k.' 04(4,v (e() ) 7V/1,/)/4I4 74 JF 7Pi eel c, was a%►r 171,/#' .1296 s Dee SeP •lea `/fc E7 L.%JL vs� BOLO/A/4 A .�� Axle-am/5 Axle-am/5PSL s ‘9070 4.CA/et/II°N `e Project Project No. 14 kir eletri (Y-6-6to. Designed By: Date: t/ Q j j O Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Typical 27'6" WALL Wall Data fc 4 ksi Hwaii 27.5 ft - assumes pinned -pinned Ec 3605 ksi t„aii 5.5 in Fy 60 ksi Rebar Size #5 0.9 Spacing 12 in we 150 pcf d (to steel c.g.) 2.5 in Wall Wt. Factor 1 Wall Weight 68.8 psf IE 1.00 SDS 0.87 Wp 68.8 psf Seismic Data (ASCE 7-02: 9.5.2.6.2.8) Wu min ;"-- Wu Wu Mseismic 27.1399 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msoii 0.0 k-in/ft (factored) Vsoii,bottom 0.0 k/ft (factored) Vsoii,to, 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in fi 0.5 (0.5 usually) f2 0.2 (0.2 usually) P„ 448=1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu,max 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 6.9 psf 23.9 psf Cg (1)MMU (l)Mn fr Ma 36.4 k-in/ft 0.474 ksi 28.70 k-in/ft Conc. Slender Wall Summary OK Mu,=Ma/(1-((5*Pu*Lo2)/(0.75*48*Eo*Icr))) Mua 29.2 k-in/ft (sum of seismic Toads) Muff la n Asa Du 30.8 k-in/ft 83.4 8.0 0.327 in` in" 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu= 1.2D+(f1L+f2S) 0.46 k/ft Pu+Puw = 2.73 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 3.09 k-ft/ft Phi*Mn = 3.47 k-ft/ft OK Ig/ft. = 166.4 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.50 in c= 0.59 in I ,1ft = 10.27 in°/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 3.47 k-ft/ft 2) Deflections @ Service Loads 6max = 0.59 in sauowable = 1/150 8allowable = 2.20 in OK 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 34.7 psi 0.04fc' = 160 psi OK Calculations Ma. = 7.5*(fc)0.5*Ig/yt 2.4 k-ft/ft AS = 0.310 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D AS/ft = 0.343 in`/ft Pmax= Ase-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p pal 0.51 in`/ft 0.75 in 4.90 k-ft/ft ib STRUCTURAL • CIVIL • SEISMIC ENGINEERING G✓ obi. odE Ti72-b� 2� o, L3Nr.k o 320-t.\q- LUAU is i : go' o'` -1F ° 6" = "Se 6 " VAMMt-L- �"�j,� C._&415.::, 311 z- ket' aem....) 1Soc•P,Ir. Z3So vs4P- laecew vie.. -tlri Ta .acv — 1.23 OSE a' o" fvortitq "rv" . '��‘« = 23S »£t) y0-vo\'\P "fes Foo C CMA(1-40' -41:7C.7 - tF Project \A LVA '�� Project No. Designed By: Date: t' (7,t(I ( Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 7' C C. 0 G G g 0- o aQ CD o 0 �' • cc co G. CD y O c4 M S c w • ^' a � act " o co a • cc a. (A. a toil 0. 0 n " .T G n. aci a� W Cr rri y � CD 0 X � c a 0 a'a 7,. o • N Ra • o 0 cD cu 0 0 Oa 1 0 • virvrnip vim N -N e‘1 VIA CINIEWPNMI U# STRUCTURAL • CIVIL • SEISMIC ENGINEERING ..1 c'4 V' vA (% 'rtl —0 4 4 1 'v .107 -1� >130O D.OVO1 0 9 r-1 r C- I G NOLLYA313 'J Q Irn CID rn r 0 r ii ` 1 I -rJ - -o 1 L� 4/ y o 446 rat 'roject 1VN `^11/Gc-11‘ ��� Designed By: GTL Date: lA k:2".1 to 'roject No. Client: Checked By:Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 P£J laued lealdA y 6ulplmq INV St:6 le OLOZ 'bZ AoN O 4 ,p UAW_ Air !7-< o M eak- o v • 1 1 1-'NUICDOON N �W�l�U1(flW ^+7 U1k)63C�11�(.11C1(J1(fl(flCY G ED_ i4 --••—■ v■S . W •— n no or STRUCTURAL • CIVIL • SEISMIC ENGIr EERIN•G 3‘9)LQtA)C A A. (4)6--'57-- ri- L —5 1'iE 2_ 1 '2 - 3 471 IIbP�� 144 -oh 2. S. 1\.s3 t44 9A7w m $M = 11-4 g `%-ZSit V01/4vl_ h- 5 K 13• ��-� 14,1- c—Ft Ji 150 'ZZ` 1 b sP„ — 6.-06 ` 352?IE Ctz) LZs) z. r74c, r 1-P g" SS "7- 11-8 7- Y6.b/7•17z 14 wy= iso rs `1 ►K t3 Z -2-A") I -r- Project: Project No. Designed By: Date: I% 12-`.t. { t o Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 GUU i11LINFUKI LKLUNDLEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING T3 v (A -49/'V ,4- L' -r 1, 4 t 12 2 1.041> ).34 1( 140 4# i9 Ti 111. d = 4- " . Do(Its') (eat' V.) t— ,S63z) Z0.1 k_ k x 1.s— v- 3. t'- =vim o -s -o .S(k)(8)(I1) 3 E ad rorio .1-6x / o` ps 1 _ a $ � `� Z 7-zo# Project: \VAS &_ J Project No. Designed By: Date: (VIA klZ) Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 "74 P3 OOtiO + x O O 0 12x8in Code: ACI 318-05 Units: English Run axis: About Y-axis Run option: Investigation derness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/17/11 Time: 09:21:21 fs=0.5fy -45 300 (Pmax) (Pmax) fs=0 fs=0 fs=0.5fy 45 My (k -ft) (Pmin) (Pmin) -150 pcaColumn v4.10. Licensed to: Coughlin Porter Lundeen. License ID: 53912-1013062-4-23AE1-22006 File: \\server5\Structural\ 2010\P10JEC-024\ENG\Concrete\P3 column.col Project: Column: Engineer: fc = 4 ksi fy = 60 ksi Ag = 96 inA2 Ec = 3605 ksi Es = 29000 ksi As = 1.86 inA2 fc = 3.4 ksi Xo = 0.00 in u = 0.003 in/in Yo = 0.00 in :tat = 0.85 Min clear spacing = 3.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 6 #5 bars rho = 1.94% Ix = 512 inA4 Iy = 1152 in^4 Clear cover = 1.87 in 11 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading West Elevation Worst Case - P1 and P2 Wall Data fc 4 ksi Hwaii 27.5 ft - assumes pinned -pinned Ec 3605 ksi t,aii 8 in Fy 60 ksi Rebar Size #5 4, 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 5.5 in Wall Wt. Factor 1 Wall Weight 100.0 psf IE SDS Wp Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 100.0 psf Wu min = wu = 96.4219 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Koji 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoii,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in f� 0.5 (0.5 usually) fz 0.2 (0.2 usually) Pu 448=1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu,max 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 10.0 psf 85.0 psf (1)MMo, 4Mr�M„ 4)M0 fr Ma 162.5 k-in/ft 0.474 ksi 60.72 k-in/ft Conc. Slender Wall Summary OK M„1=Ma/(1-((5*P„*Lr;Z)/(0.75*48*Ec*IC,))) Mua MO 100.1 k-in/ft IQ 267.5 in4 n 8.0 Ase 0.637 98.5 k-in/ft (sum of seismic Toads) Au in' 1) Design Forces © Midheight 1.2D + 1.0E + OIL + f2S) Pu = 1.2D + OIL + fZS) = 0.46 k/ft Pu+Puw = 3.76 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)*6 = (See 'Iterations' Worksheet) = 8.73 k-ft/ft Phi*Mn = 15.02 k-ft/ft OK Ig/ft. = 512.0 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.98 in c = 1.15 in Io,/ft= 101.34 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.02 k-ft/ft 2) Deflections @ Service Loads 6max = 2.02 in 6allowable = 1/150 8allowable = 2.20 in OK 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 32.8 psi 0.04fc' = 160 psi OK Calculations M, = 7.5*(fc)0.8*Ig/yt 5.1 k-ft/ft As = 0.620 in`/ft ASe = (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.666 in`/ft P max = Ase-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p bal 1.13 in`/ft 1.66 in 23.72 k-ft/ft 14 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING eVl J /Ac , : tAS% !N$ -t romay Os 31-3 6 3) e 40,4 k. c y.�a��► 3} esti k T: = 36.9 -/S9•/ IL" .3 20 C 31.r, M 7_ /2�3 /SSzo k -/k 7/c — Y8.-767 4-) / 35. -{' ' 3/. y /< Sks4r,)1.LIit erla D.SL fH+"& sft Project: Project No. Client: Designed By: Checked By: Date: K (1.y' ( o Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 --------• "am,•.• r•.-_--Ste.--- STRUCTURAL • CIVIL • SEISMIC ENGIN•EERINt t Po? / o 7 Ai !Atm 420i)cc)( goo f) (2-311 7') (IQ 'r Ci )1t1c=e:71,rbi ) 1, t4j. 3.2o(!% 6•o k Pl< /B4 /6•/ le ES k- 36.9 *Ip 7 = 5.77 *PP 2.S or y�lde� e t c.c) , I .1r [167 f6d;) (6 I:4) - 3 zor 16 g.ipe 'reef 44 - tar 417.1 h I/ 5t 3k Designed By:L• Date: 'roject No. Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 9)' cQUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING [oA09/0014 WA"L' gvv.L nL WENN 7.v'(9.S')(ico rP) Oc = C7•0(31 -0//c) (ft. : (9 ) C efowP/t) 3k. 'roject: 1kr\ v•-J\C?a`.i' Designed By: Date: t, ivA[ a0 'roject No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Project: Interurban Building A: West Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500 psf Coefficient of Soil Friction, jt . 0.40 Lateral Bearing Resistance, p 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B Width of Footing, W Thickness of Footing, t'• • Depth below grade, D • Area, A Section Modulus, S Footing Loads Gravity Seismic Pseu Poverburden PC PL; Ptotal ."35.50 ft • 3:00 ft 16 in • :1.00ft 106.5 ft2 630 ft3 21 k 12 k 107 k 14 k 154 M„ 15520 k -in 48 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 1.4 ksf 6.0 ft 2.91 ksf 1/3 increase = 3333 psf L Components Allowable Po+Pi= 0.9 Po = Me = 154.0 k 126.0 k 924 k -ft III -III D B B/e= 5.9 ok qmin' = partial uplift ksf Pressure Distribution, a = 35.3 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e=MIP= 7.3 ft gmax'= 2.69 ksf B/e= 4.8 ok qmin' = partial uplift ksf Footing size: ;Ili' `:`1.. Pressure Distribution, a = 31.3 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. Lateral Force Lateral Load = Resistance due to: Soil Friction, 0.9 Pd = Lateral Bearing = Total Resistance = Remaining Lateral Force = Required Additional Dead Load = 34 k 50 k 1.7 k 52 k, no sliding occurs Ok 0 not required a eaa COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W E57 ELEv4n 0,v ft.,7) 4/4.-s 4 7;19- VP Ieq "- lS 7.4* 1'F• 1GvG ZYs�P 1G V = Sow. 4vc /16t= SN .7t \J 25. S .4;ae 1" a.Q . Project: Project No. Client: 1,44- CO CO i 4 S /rant % 4^ 0 Gi /6) //d G Designed By: Date: \1i (VA i \o Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 STRUCTURAL • CIVIL • SEISMIC ENGINEERING iJI 0� Cg A - Sexor (,,)A L 10.1 41.s 'v L =r (2.1 b-+)(25.) = w p Pr..ject: \vx 4. IX4.1"a Q - C— Project No. Designed By: 4C0—.— Date: 714 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 es Project: Interurban Building A: South Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500 psf Coefficient of Soil Friction, µ 0.40 Lateral Bearing Resistance, p 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B Width of Footing, W Thickness of Footing, t Depth below grade, D Area, A Section Modulus, S Footing Loads Gravity Seismic 27.00 ft 5.00 ft 30 in 1.00 ft 135.0 ft2 608 63 Peeu 51 k Poverburden 15 k Pp 55:k PL .. .0k PtotaI 120 Mu • 16632 k -in Vu 49.5`k Bearing Stress (allowable) Pd + P1 q' = Footing size: Pd + PI + EQ e=M/P= gmax' = Footing size: 0.9 ksf 8.2 ft 3.04 ksf 1/3 increase = 3333 psf L Components Allowable Pp+PL= 0.9 Po = Ma = 120.5 k 108.4 k 990 k -ft III -III D A B B/e= 3.3 ok qmin' = partial uplift ksf Pressure Distribution, a = 15.8 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=M/P= 9.1 ft gmax'= 3.31 ksf B/e= 3.0 ok qmin' = partial uplift ksf Footing size: Pressure Distribution, a = 13.1 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic Toads. Lateral Force Lateral Load = Resistance due to: Soil Friction, 0.9 Pd = Lateral Bearing = Total Resistance = Remaining Lateral Force = Required Additional Dead Load = 35 k 43 k 7.0 k 50 k, no sliding occurs Ok 0 not required a Ain COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 13u ipiIJq z'S,Gj i`' s E up 3 1,./P - \„4 ,v 3 1• 71"- lZ1 °1 Ooh 1111- 41 '1L 244 Mur ya.I St Ha Project: JP? sleek i15101 U, `t -e - Zd° Project No. 177 lYlu = 3 �t k- - = 0-2S A.--e- 1n�f��kedQ = �0 Designed By: T1. Date: b ! 1 If /160 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Pd Wall Data fc 4 ksi Hwail 27 ft - assumes pinned -pinned Ec 3605 ksi twall 8 in Fy 60 ksi Rebar Size #5 0 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 5.5 in Wall Wt. Factor 1 Wall Weight 100.0 psf IE 1.00 SDS 0.87 Wp 100.0 psf Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) Wu min = Wu = 98.415 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msuii 0.0 k-in/ft (factored) Vsoii,bottom 0.0 k/ft (factored) Vsop,icp 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 pif Live Load 0 pif Snow Load 400 plf Eccentricity 2 in fi 0.5 (0.5 usually) f2 0.2 (0.2 usually) Pu 448=1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu.max 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 10.0 psf 90.0 psf OD (6M.?MG (1)Iv fr Ms, 162.5 k-in/ft 0.474 ksi 60.72 k-in/ft Conc. Slender Wall Summary OK =Ma/(1-((5*P„*Lc2)/(0.75*48*Ec*IQ.))) M„a 100.5 k-in/ft (sum of seismic loads) M,,, 102.0 k-in/ft Ip 267.5 in4 n 8.0 Ase 0.637 1) Design Forces @ Midheight 1.2D + 1.0E + (fit. + f2S) Pu = 1.2D + OIL + f2S) = 0.46 k/ft Pu+Puw = 3.70 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 8.88 k-ft/ft Phi*Mn = 15.00 k-ft/ft OK Ig/ft. = 512.0 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.98 in c= 1.15 in la/ft = 101.27 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.00 k-ft/ft 2) Deflections @ Service Loads 6max = 2.02 in sallowable = 1/150 8allowable = 2.16 in OK 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 32.3 psi 0.04fc' = 160 psi OK Calculations M, = 7.5*(fc)0'5*I9/Yt = 5.1 k-ft/ft As = 0.620 in`/ft Asa = (Pu+Puw+AsFy)/fy, using 0.9D ASs/ft = 0.665 in`/ft P max = Ase-max/ft = amax = Phi*Mnmas/ft = Page 2 of 2 0.6p bal 1.13 in`/ft 1.66 in 23.72 k-ft/ft COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Cs, C4 P, C Tit-!' kil ? Ft2CN4 S �G ( 1,6 -t- 6.o4) /0 k 3/• rx "7 P �. ( 74- p?) 77- z Y . b ie i .3 if/ (3 f a.07)--_-12.314 ZZ•?� = /v (. Ptt E.3• / S. a7/2.2._ z P. GS" l Project: Project No. VAULA-Oce-tv- CAN -roe, Client: Designed By: ._ Checked By: Date: k It Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 uvUVrILINt'UKI IKLUN©EEP STRUCTURAL • CIVIL • SEISMIC ENGINEERIN g)1 /AJ C P9'VFtS 6'4 po i& 3'e I sitz Oor Aa • J 0` v3 183 (\Au= 11-i 3b ►�-Fir- 1`136/ 3-6 k •P.- psKedla = = w ps F -1 E. • e = 3 est P ) def cf7Sf'llt- u t '23,1 s4 1? l 1 moo? A 1-1 lo' V7 - 1.A3 . 3? 43. 171 /t9 Mu= Z3 :Sy 'I -'- � 3.7)c -P1 - 1,1 c -P1-'21 w1g.?3 z. 5 Z -p -• Project: In ¢C./'vl Designed By: �Z Date: 1 11 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 j cf6 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading P10 OOP wall Wall Data f 4 ksi Hwa11 27 ft - assumes pinned -pinned Ec 3605 ksi twa1i 5.5 in Fy 60 ksi Rebar Size #5 4) 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 3.2 in Wall Wt. Factor 1 Wall Weight 68.8 psf IE Sos Wp Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 68.8 psf Wu min = Wu = 45.927 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msoii 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoti,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 304 plf Live Load 0 plf Snow Load 475 plf Eccentricity 2 in fi 0.5 (0.5 usually) f2 0.2 (0.2 usually) Pu 425.6=1.4*DL 602.3=1.2*DL+1.6*LL+0.5*SL 1124.8=1.2*DL+1.6*SL+LL Pu,max 1.1 klf Mu,ecc 2.2 k-in/ft Page 1 of 2 6.9 psf 42.0 psf Q9. (Nln fr Mc, 85.5 k-in/ft 0.474 ksi 28.70 k-in/ft Conc. Slender Wall Summary OK Mu1=Ma/(1-((5*P„*Lc2)/(0.75*48*Ec*Icr))) Mua Mu1 Icr n Ase Au 48.2 k-in/ft (sum of seismic Toads) 50.9 k-in/ft 84.2 in4 8.0 0.639 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D + (f1 L + f2S) 0.46 k/ft Pu+Puw = 2.69 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)4.8 = (See 'Iterations' Worksheet) = 4.91 k-ft/ft Phi*Mn = 7.99 k-ft/ft OK Ig/ft. = Ec = Es = n= a= c= Iu1ft= 166.4 in"/ft 3834 ksi 29000 ksi 7.6 0.96 in 1.13 in 26.92 in°/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 7.99 k-ft/ft 2) Deflections @ Service Loads 8max = 4.27 in 8allowable = 1/150 saflowable = 2.16 in NO GOOD 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 34.2 psi 0.04fc' = 160 psi OK Calculations Ma. = 7.5*(fc)o.s*I9/yt 2.4 k-ft/ft As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D Ase/ft = 0.652 in`/ft P max = Ase-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p bal 0.66 in`/ft 0.97 in 8.03 k-ft/ft ql COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Braced Frames & Footings STRUCTURAL • CIVIL • SEISMIC ENGINEERING tgo o Ali A. &1925T 4456 (9/6) 4S.V. =So•3S r2� cam' 64244167 tot— t(o3k LL t1•3 is 54— IS -a to 4r9 ( Pr.,ject: 'v\42.,r VtV Project No. Designed By: Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 94- Braced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN -ct: Interurban Office Engineer: ETL Ft,,..rng ID or Location: Building A typ braced frame Date: 12/22/10 GEOMETRY: LOAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge L, = 7.5 ft Distance to Right Edge L2 = 6 ft Column Spacing S = 17,5 ft Footing Width B = 7 ft Footing Thickness T = 3 ft Depth of Soil Da 14 in Slab Thickness 1= 8 in Slab Overhang x = 1 ft Distance from Left Column to Add'l Load r rOTHER1 = 0 ft Distance from Left Column to Add'I Load 4OTHER1 = ,0 ft S: 1(+) t(-) 1(+), t(-) ksf Pco11 (k) Pcotz (k) V (k) POTHER1 (k) POTHER2 (k) Dead 8:2 16.3,E 1' AM 12 0 Live 7:5 13.3 7-7:' •' . '.' 0 Seismic .: = 91-91 •y = ? 54 Wind 0 0 0 Roof/Snow 4.2 15.9 as'em Redundancy Factor P= 1.3 Analysis Procedure ELF MATERIAL PROPERTIES: (Allowable Bearing Pressure, including FS (la = 2.5 ksf foil Surcharge Weight wao;, = 110 pcf Passive Equivalent Fluid Weight, including FS wp = 250 pcf Soil Friction Coefficient, including FS µ = 0.4 Concrete Weight •y = 150 pcf Concrete strength Pc = 3 ksf Steel Strenght fy = 60 ksi f1 (for gravity load combination) 0.5 Analysis results: PCOU PCOl2 1 POTHER1 POTHER2 swasisnsssssssa osr ti Da * M�`yy2J1 T EL1 - < SPIE L2 BASIC LOAD COMBINATIONS ALTERNATE LOAD COMBINATIONS . Bearing YES Sliding YES Bearing YES Sliding YES DCR 0.93 0.85 Max Bearing 2.31 ksf 2.311 Min Bearing 0.00 ksf 0.87 2.90 ksf 0.00 ksf 0.63 2.901 THIS FOOTING IS ACCEPTABLE I Footing Reinforcing Design Lon.. Bottom Reinforcin. Quanti Size S.acin. 29 #4 @ 19 #5 13 #6 @ 10 #7 @ 8 #8 @ 6 #9 5 #10 2.9 4.4 6.5 8.4 10.5 14.0 16.8 Long. Top Reinforcing Quantity Size Spacing 14 #4 @ 6.0 9 #5 @ 9.8 7 #6 @ 13.6 5 #7 @ 18.5 4 #8 @ 24.4 3 #9 @ 30.9 3 #10 @ 39.2 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 n2/ft (top and bottom) \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\Braced Frame Footing.xls 12/22/2010 95 1.VVurnanorVrtl CKL.Vn1LACCFN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 14- Project: t\v-4'QaN" O c e Project No. Client: Designed By: EI -74— Date: ZK 11 0 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Braced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN '-.ct: Interurban Office Engineer: ETL rID or Location: Building C,D,E Braced Frame Date: 12/22/10 GEOMETRY: LOAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge L1= 4 ft Distance to Right Edge L2 = 4. ft Column Spacing S = 20 ft Footing Width B = 7 ft Footing Thickness T = 3 ft Depth of Soil De 14 in Slab Thickness t = 6 in Slab Overhang x = . 1 ft Distance from Left Column to Add! Load COTHER1 = 0 ft Distance from Left Column to Add! Load t.THER1 = 0 ft S: 1(+) 1(—) 1(+). t(—) ksf PCOL1 (k) PcoL2 (k) V (k) POTHER1 (k) POTHER2 (k) Dead 1.;12 .. '16:9 pcf Live Seismic 0 54 . -=54 36 Wind 0 0 0 Roof/Snow 1.75 26:4 _ 0 0 Redundancy Factor P= 1.3 Analysis Procedure ELF MATERIAL PROPERTIES: (Allowable Bearing Pressure, including FS q, = 2.5 ksf Soil Surcharge Weight w„ i, = 110 pcf Passive Equivalent Fluid Weight, including FS wr, = 250 pcf Soil Friction Coefficient, including FS µ = 0.4 Concrete Weight y = 150 pcf Concrete strength Pc = 3 ksf Steel Strenght fy = 60 ksi f1 (for gravity load combination) 0.5 Analysis results: POTHER( POTHER2 MI NENSIE el BASIC LOAD COMBINATIONS ALTERNATE LOAD COMBINATIONS Bearing YES Sliding YES Bearing YES Sliding YES DCR 0.86 0.65 Max Bearing 2.14 ksf 2.141 Min Bearing 0.00 ksf 0.91 3.05 ksf 0.49 3.051 THIS FOOTING IS ACCEPTABLE Footing Reinforcing Design Lon.. Bottom Reinforcin. Quanti Size S.acin. 14 #4(d 9 #5r© 7 #6� 5 #7 Q 4 #8 3 #9 ( 3 #10 6.0 9.3 12.0 16.8 21.0 28.0 28.0 Long. Top Reinforcing Quantity Size Spacing 14 #4 @ 6.0 9 #5 ® 9.6 7 #6 13.6 5 #7 © 18.5 4 #8 © 24.4 3 #9 (d1 30.9 3 #10i 39.2 1 0.00 ksf 1 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 int /ft (top and bottom) \\server5\structural\ 2010\P1 OJEC-024\ENG\Lateral\Building A\Braced frames\Building B,C braced frame footing.xls 12/22/2010 97 .19 7J 1 r- 0 3 O 0) m N 0 O 0 0 O cia w CA r m 1) CO A A (O CO N w (0 is w (0 N co N N w N co V 0 tO O V oyouy awes j pao tD 0) W O 0 O O 0) O 01 (0 N v A O A O A N W (0 (3 t0 N N w A N co w 0) w W 0) O 0( co W 01 4 m 0 N 0) O 0 N D) O 0 N 0) g 0 N m U( CO 0 m 0 0 0 0 O U O N O O 01 01 A CO N -+ 0• 000 0 n n m m a a a Pm p O 8 Orn O m • v 24. O �O (0 • NN N A O 0 0 0 0 !0 m + m N r Cn o m • m IV II t'_4_ m 0 N O sNou.vnoa 0 N p 9 o 0 0 _ 0 0 N (0 A O N 01 a uwnio3 aaeJ j pee O m N N (X 1 X (r O) 0 CO W D D N -+ 0) V N N (r (r NCA X X (JI (31 0) O (NO 0 0 0 0) CO (0 O CO V V O O V 03 T x 0 m N 03J0j le!XV a -o w N N r A 03 d (7 0 0) N 9 T 0 n .T1 C isea aawg aweJj paaelg u Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUND Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 Foundation Date: 1/17/2011 INPUT: Column Information: 1 Beam Information: Size -- HS56x6x3/8 Size -- wlax50 • 50 • / , /•/ Fy- 46 ksi Fy- 50 ksi / / / Fu-- 58 ksi Fu- 65. ksi / / / b = d - 6.00 in d - 0.00 in / .• / / / t - 0.35 in tw - 0.36 in 40 - / / / Pu - 50 • kips bf -- 7.50 in .' / / / tf- 0.57 in • / / Brace Information: Gusset Information: / / / / . / Size - HSS5x5x5/16 v Fy -- • 50 . ksi r/� ' / •• Fy - .;46 :. ` ksi Fu -- 65 ' ksi 30 - // • / / Fu - 58 ksi t- 0:63 in / J Ry 1;4 0 Edge"Stiffenerl�lateori Side' • / Column / / / KRt- 0.90 a EdgeStiffener Plate on Beam, Side / / d -- 5.00 in 0 Add Beam Web Stiffener * 20 - / , t- 0.291 in Area - 5.26 in / Connection Geometry: Fillet Weld Lengths: Config - v - Shape w Brace - < 14 in /' x dim. - 8;5 ft Beam - 12:• in 10 / y dim. - 14 5 > = ft Column - 25 - -' . in/ • Bm Slope - 0:00 . ' in/ft Ideal Col- 30.71 in Shear Tab Deslgn Loads (Beam Reaction): )• ■Shear Tab Kerfed 0 ;1 / 1• • Dead Load - 0.0 kips 0 10 20 30 Live Load -- '0.0 kips 40 50 Horizontal Strut Load (Include Overstrength) - 0.0 : kips OUTPUT: Weld Design: ize Brace Forces - Brace Weld (J2-3) -- 5 16ths Tension - 339 kips Beam Weld (J2-4) -- 7 16ths Compression - 227 kips Column Weld (J2-4) - 7 16ths Design Loads for Shear Tab Design - Gusset Plate Desi • n: DCR When Brace is in Tension: Block Shear Rupture (J4-5) - 0.67 Vertical - 0.0 kips Compression on Whitmore Section (E3-1) - 0.66 Horizontal - 61.7 kips Tension on Whitmore Section (D2-1) -- 0.69 When Brace is in Compression: Weld Development Checks (J2-2) -- 0.77 Vertical - 0.0 kips Free Edge Buckling (Steel Tips 5/04) - Horizontal -- 41.4 kips Beam Side - 0.71 Whitmore Section Geometry - Column Side -- 0.77 Lw- 17.42 in Yielding Under Combined Stresses (Steel Tips 12/98): Li- 18.40 in Beam Interface - 0.09 Desi . n Loads for Web Stiffeners -- Column Interface - 0.26 Beam - 0 kips Brace Desi, n: DCR Shear Rupture at Weld (J4-4) - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Net Section Fracture- Reinforce Brace (Design Separately) Beam Desi • n at Gusset Interface: DCR Weld Development Check (J4-4) -- 0.22 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.00 Web Crippling (J10-5a/b)-- 0.00 Column Deslgn at Gusset Interface: DCR Punching Shear/Shear Rupture of Wall (J4-4) -- 0.66 Wall Yielding in Shear (J4-3)- 0.67 Wall Yielding in Flexure (K1-9) - 0.82 I Ok \\Server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\BraceltipbAh®tBputfoundation.xls 1/17/2011 ?9 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office -ngineer: - Connection ID or Location: BF -1 (2nd bottom) Date: 11/30/10 INPUT: Beam Information 50.00 Size - W16X26 . 40.00 - 30.00 - 20.00 10.00 - 0.00 \ \ \ \ \ • N \ • \ \ 7 / � •' •-/ / /' • / / /•' / Fy- 50 ksi Fu-- 65 ksi d - 15.7 in tw -- 0.25 in bf - 5.5 in tf - 0.345 in Bm Slope - 0 in/ft Brace Information: Size - HSS5xsx5/16 Fy - 46 ksi Fu - 58 ksi Ry- 1.4 Rt - 1.3 K -'0.9 d - 5.00 in rd - 1.9 in t - 0.291 in � -50.00 -40.00 -30.00 -20.00 � , -10.00 0.00 10.00 20.00 30.00 40.00 50 00 Area - 5.26 in Gusset Information: Connection Geometry: Fy - 50 ksi,_-....-• Include Plates Brace Right Brace Fu --65 ksi Stiffener on TpdeLeft x dim. -- 8:5 ft . 8.5 ft t- 0.75 - in ❑ Include stiffener Plates on Bottom Side y dim. - 14,5 . ft 14.5 ft Fills Weld . Brace Lengths 16.8 ft 16.8 ft Brace - =14 in Directly Input height of gusset plate In cell below v Beam - 37 in Height of Gusset at Center (if used) 12. ' in OUTPUT: Weld Desitin: Size Brace Forces - Brace Weld (J2-3) - 5 16ths Tension - 339 kips Beam Weld (J2-4) - 9 16ths Compression Gusset Plate Design: DCR Left Brace - 210 kips Block Shear Rupture (J4-5) Right Brace 210 kips Left Brace -- 0.517 Whitmore Section Geometry - Right Brace - 0.517 Left Brace Compression on Whitmore Section (E3-1) Lw-- 19.15 in Left Brace - 0.418 Li- 10.53 in Right Brace -- 0.418 Right Brace Tension on Whitmore Section (D2-1) Lw- 19.15 in Left Brace - 0.524 Li- 10.53 in Right Brace - 0.524 Weld Development Checks (J2-2) - 0.276 Free Edge Buckling (Steel Tips 5/04) - Top Side - 0.444 Bottom Side -- 0.710 Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface - 0.246 Vertical Shear at Centerline of Gusset -- 0.171 Brace Design: DCR Shear Rupture at Weld (J4-4) - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Fracture of Net Section - Reinforce Brace (Design Separately) Beam Design: DCR Weld Development Check (J4-4) - 0.527 Web Yielding (J10-3 & Steel Tips 12/98) - 0.798 l OK Web Crippling (J10-5a/b)-- 0.871 \\server5\structural\ 2010\P1OJEC-024\ENG\Laterai\Building A\Braced frames\BF-1 2nd bottom.xls 1/17/2011 12:04 PM anr) Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 (2nd top) Date: 11/30/10 INPUT: Beam Information 50.00 . 40.00 - 30.00 - 20.00 10.00 - 0.00 \ Oa °''a. \ '� ,o tt. • 7 7 i` •• /• } i 7 Size - WI6x26 Fy-- 50 ksi Fu-- 65 ksi d -- 15.7 in tw -- 0.25 in bf -- 5.5 in tf - 0.345 in Bm Slope - 0 in/ft Brace Information: Size -- HSS5x5x5/I6 Fy - - 46 ksi Fu - 58 ksi Ry - 1.4 Rt -- 1.3 K- 0.9 d - 5.00 in rd -- 1.9 in t - 0.291 in -50.00 -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50 00 Area - 5.26 in Gusset Information: Connection Geometry: Fy - 50 ksi• include Stiffener.Plates on TopSkde Left Brace Right Brace Fu - `'65 ' ksi x dim. - 8.5 - ft 8.5 ft t-- 0:75 in • Include Stiffener Plates on Bottom Side y dim. - 13.04 ft .13.42 ft Fillet Weld . Brace Lengths 15.6 ft 15.9 ft Brace -- 14 in Directly Input height of gusset plate In cell below v Beam - 37 in Height of Gusset at Center (if used) '12 in OUTPUT: Weld Design: Size Brace Forces - Brace Weld (J2-3) - 5 16ths Tension - 339 kips Beam Weld (J2-4) -- 9 16ths Compression Gusset Plate Design: DCR Left Brace - 231 kips Block Shear Rupture (J4-5) Right Brace 226 kips Left Brace - 0.517 Whitmore Section Geometry - Right Brace - 0.517 Left Brace Compression on Whitmore Section (E3-1) Lw- 19.81 in Left Brace - 0.429 Li- 9.81 in Right Brace - 0.426 Right Brace Tension on Whitmore Section (D2-1) Lw- 19.64 in Left Brace -- 0.507 Li- 9.98 in Right Brace -- 0.511 Weld Development Checks (J2-2) -- 0.276 Free Edge Buckling (Steel Tips 5/04) -- Top Side - 0.552 Bottom Side - 0.625 Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface -- 0.266 Vertical Shear at Centerline of Gusset -- 0.130 Brace Design: OCR Shear Rupture at Weld (J4-4) - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Fracture of Net Section - Reinforce Brace (Design Separately) Beam Design: DCR Weld Development Check (J4-4) -- 0.544 Web Yielding (J10-3 & Steel Tips 12/98) - 0.825 Web Crippling (J10-5a/b)- 1.018 OK \\server5\structural\_2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\BF-1 2nd top.xls 1/17/2011 12:04 PM 101 Braced Frame Connection Design - Strong Axis Column • COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 (roof) Date: 1/17/2011 INPUT: Column Information: Beam Information: 50 Size - HSS6X6X3/8 0 Size - W14X22 v 40 - 30 - 20 - 10• / , / • / / •/ / / • / / •• // / // / •• / / / / / / / • •• r# • , / • / '/ // / / / / // ' / / / / / /. , , • / •• Fy- 46 ksi Fy-- 50 ksi Fu- 58 ksi Fu- 65 ksi b = d -- 6.00 in d - 13.70 in t - 0.35 in tw -- 0.23 in Pu - 50 kips bf -- 5.00 in tf- 0.34 in Brace Information: Gusset Information. Size - HSS5X5X5/16 v F - ksi Fy-- 46. Fu- 63- ksi Ry- 1:4 0 Edge Rt 1,3 5tiffegfirPlate on CdariVi side - K - 0:90 0 Edge Stiffener Plate on B am-SIde d - 5.00 O Add Beam Web swvener t- 0.291 in Area -- 5.26 in Connection Geomet • Fille Wel. Lei • s: Config - v -Shape Tr Brace -X14?` - in x dim. - 8.5 ft Beam - 18 in dim. - 13.04 ft Column - 18 ';' -'s in Bm Slope - -0.25 in/ft deal Col- 23.49 In 0 r 1 Shear Tab Design Loads (Beam Reaction): °ShearTab) ed , 0 10 20 30 40 50 Dead Load - 10.0 ; .' kips Live Load - 10.0 .. § kips Horizontal Strut Load (Include Overstrength) - 50.0 <'. kips OUTPUT: Weld Design; ize Brace orces - Brace Weld (J2-3) - 5 16ths Tension - 339 ki •s Beam Weld J2 4) - 8 16ths Compression - 248 kips Column Weld (J2-4) -- 8 16ths Design Loads for Shear Tab Design - Guss = Plate Des'. • • CR Block Shear Ru •ture J4-5 - 0.54 Vertical - 99.8 kips Com.ression on Whitmore Section E3-1 - 0.44 Horizontal - 51.7 kips Tension on Whitmore Section D2-1 - 0.50 When Brace is in Compression: Weld Development Checks (42-2) - 0.56 Vertical - 73.0 ki • s Free Ed • e Bucklin. Steel Ti • s 5/04 - s Horizontal - 37.8 kipBeam Side - 0.78 - Whitmore Section GeometryColumn Side - 0.57 Lw- 20.01 in Yieldin. Under Combined Stresses Steel Ti •s 12/98: Li- 15.84 in Beam Interface - 0.15 Desi • n Loads for Web Stiff_ eners - Column Interface - 0.09 Beam - 0 kips Brace Design: D_E Shear Ru •lure at Weld J4-4 - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Net Section Fracture - Reinforce Brace (Deslgn Separately) Bea Desi • n a Gusse Interface: • R Weld Develo.ment Check J4-4 - 0.46 Web Yielding (J10-3 & Steel Tips 12/98) - 0.50 Web Crippling (J10-5a/b)- 0.94 Column Desi • n a Gusse Interface. DC Punching Shear/Shear Rupture of Wall (.14-4) - 0.55 Wall Yielding in Shear (J4-3)-- 0.59 Wall Yielding in Flexure (K1-9) -- 0.83 Shea ab Desi • n• DCR Combined Shear/Tension Yielding of Plate- 1.00 Weld Fracture - 0.84 Wall Yielding in Shear (J4-3)-- 0.35 ria 'le •mg in exure ' -• - 4.. r Ok •unc ing ear ear -up ureo rra • • - •. • \\server5\structural\ 2010\P10JEC-024\ENG\Lateral\Building A\ BracedrlFattatBpUt3rd.xls 1/17/2011 /o1 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 foundation Date: 1/17/2011 INPUT: Column Information: Beam Information: 50 Size -- H556x6x3/8 V Size -- W18x50 I • 40 - 30 - 20 10 - 0 / 1 /�/• /' // .• / / ,/ / / /" /// / / • / // / ' / / •/ / / /• // �• / / /• / /. /" // / / • / / / / / • /' • ' / Fy-- 46 ksi Fy-- .. 50 - . ksi Fu- 58 ksi Fu- 65 ksi b = d - 6.00 in d -- 0.00 in t - 0.35 in tw - 0.36 in Pu- 50 kips bf- 7.50 in tf- 0.57 in Brace Information: Gusset Information: Size -- H555x5x5/16 v Fy - 50:' ` ksi Fy-- 46 ksi Fu-- 65 ksi Fu - 58 ksi t- 0.63 in�•'/ Ry 0 Edge Stitrener Platt on Colu• mn 51de ' Rt - 1.3 K - 0.90 O Edge'Stiffener Plate on Beam 51de d - 5.00 in q ned elm web sufrener � t - 0.291 in Area - 5.26 in Connection Geometry: Fillet Weld Lengths: Config - x - Shape v Brace - 14 .' in x dim. - 20.7 ft Beam - 14 : • in y dim. - 27.9; ft Column - 21 in Bm Slope - •. 0..00. in/ft Ideal Col- 26.95 in Shear Tab Design Loads (Beam Reaction): ❑ShearTab.Kerfei , 0 10 20 30 40 50 Dead Load - 0:0 ki S Live Load - 0.0 kips Horizontal Strut Load (Include Overstrength) - 0.0 kips OUTPUT: Weld Design: Size Brace Forces - Brace Weld (J2-3) - 5 16ths Tension - 339 kips Beam Weld (J2-4) - 7 16ths Compression - 176 kips Column Weld (J2-4) - 7 16ths Design Loads for Shear Tab Design - Gusset Plate Design: DCR When Brace is in Tension: Block Shear Rupture (J4-5) - 0.65 Vertical -- 0.0 kips Compression on Whitmore Section (E3-1) - 0.42 Horizontal - 67.2 kips Tension on Whitmore Section (D2-1) - 0.64 When Brace is in Compression: Weld Development Checks (J2-2) -- 0.84 Vertical - 0.0 kips Free Edge Buckling (Steel Tips 5/04) - Horizontal - 35.0 kips Beam Side - 0.98 Whitmore Section Geometry - Column Side -- 0.77 Lw- 18.89 in Yielding Under Combined Stresses (Steel Tips 12/98): Li- 14.87 in Beam Interface - 0.11 Design Loads for Web Stiffeners - Column Interface - 0.40 Beam -- 0 kips Brace Design: DCR Shear Rupture at Weld (J4-4) - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Net Section Fracture -- Reinforce Brace (Design Separately) Beam Desi n at Gusset Interface: DCR Weld Development Check (J4-4) - 0.23 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.00 Web Crippling (J10-5a/b)- 0.00 Column Desi • n at Gusset Interface: DCR Punching Shear/Shear Ru•ture of Wall J4-4 -- 0.75 Wall Yielding in Shear (J4-3)- 0.75 Wall Yielding in Flexure (K1-9) - 1.00 Ok \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Bracedripg1A r2tfoundation.xls 1/17/2011 1o3 Braced Frame Connection Design - Strong Axis Column Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 (roof) Date: 1/17/2011 INPUT: Column Information: Beam Information: Size -- HSS6X6X3/8 a Size -- w16x26 • 50 / Fy- 46 ksi Fy- 50 ksi / •./ // Fu-- 58 ksi Fu-- 65 ksi // b = d -- 6.00 in d - 15.70 in / • " / / / t- 0.35 in tw- 0.25 in 40 - / / •' / Pu-- 50 ki•s bf-- 5.50 in / / / if --0.35 in // Brace Information: Gusse Informat o • // /• / / Size - HSS5x5x5/16 v 1 Fy - 50 ksi / •/ / - 46 . ksi Fu- 65... ksi 30 - �� / / •Fy � % / Fu - 58 - . ksi t- ; ,015 `' in •/ 0- . • . • / Ry- 1.4 O Edge Stiffener ///:. / j " Rt - 1.3 Wate on Cctumn Side / / K-- 0.90 ❑Edge,Seffener Plate onBeam Side / / // / d - 5.00 in eam fener20 - / / t- 0.291 in /, / Area-- 5.26 in ,), Connection Geometry: Fillet Weld Len • the Contig - x - Shape V Brace - ;14 /• x dim. -- 20.67 ft Beam - . ' 17 ._ 10 - / dim. - 27.85 ft Column - 15 in Bm Slope - 0.25 in/ft Ideal Col- 14.93 in Shear Tab Design Loads (Beam Reaction): El Shear Tab Kefed 0 / I - Dead Load - . 10.0 kips , 0 10 20 Live Load - -10.0 kips 30 40 50 Horizontal Strut Load (Include Overstrength) -- 50.0 • kips OUTPUT: Weld Design: Size mace Forces -- Brace Weld (J2-3) -- 5 16ths Tension - 339 kips Beam Weld (J2-4) - 8 16ths Compression - 179 kips Column Weld (J2-4) - 8 16ths Design Loads for Shear Tab Design - Gusset Plate Design: ACR Whet Brace is in Tension - Block Shear Rupture (J4-5) - 0.54 Vertical - 133.2 kips Compression on Whitmore Section (E3-1) - 0.30 Horizontal -- 52.6 kips Tension on Whitmore Section (D2-1) - 0.51 When B ce i in Compression: Weld Development Checks (J2-2) -- 0.54 Vertical - 70.3 ki • Free Edge Buckling (Steel Tips 5/04) - Horizontal - 27.8 kips Beam Side - 0.64 Whitmore Sectio_ n Geometry -- Column Side - 0.60 Lw- 19.59 in Yielding Under Combined Stresses (Steel Tips 12/98): Li- 11.76 in Beam Interface - 0.12 Desi • n Loads for Web Stiffene Column Interface - 0.05 Beam - 0 kips Brace Desi • n: DC - Shear Rupture at Weld (J4-4) - 0.66 Shear Yielding at Weld (J4-3) - 0.64 Net Section Fracture - Reinforce Brace (Design Separately) Beam Design at Gusset Interface: DCB Weld Development Check (J4-4) - 0.47 Web Yielding (J10-3 & Steel Tips 12/98) - 0.60 Web Crippling (J10-5a/b)-- 0.79 Column Desi • n a Gusset Interface: DCR Punching Shear/Shear Rupture of Wall (J4-4) -- 0.52 Wall Yielding in Shear (J4.3)-- 0.53 Wall Yielding in Flexure (K1-9) -- 0.94 Shear Tab Design: DCR Combined Shear/Tension Yielding of Plate- 1.00 Weld Fracture - 0.78 Wall Yielding in Shear (J4-3)-- 0.37 Wall Yielding in Flexure (K1-9) - 0.56 Punching Shear/Shear Rupture of Wall (J4-4) - 0.40 j Ok \1server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\BracedrfFa tt i2t3rd.xls 1/17/2011 COUGHLINPORTERLUNDEEP STRUCTURAL • CIVIL • SEISMIC ENGINEERIN A-NOrt o cone 1.rtr0U�k 4,1 14-011 T 1 1 l• i I • l•i _.,_ ..t. L..;_ • 11 1f r _t L..._...� ,_ -I-- 1.. - . 1.d � 1-I-- --a--- �-' , I -r T- — = �1 i I I li fit_ 1 ; ..I f I Vit. -� I I I1 I I I 1 1 ; La 1 � ! -1--. _.•---�T -- - - 5L4irri-.:-....._s r I -4- --- i,.= , d ' i -I -1—.I I 1 1 I -1---4-4-- 1 1 1t.i...____I__'....k..L..._. F 50) 1.6)E1-.j)Z,`g 1 T ; etteI.'l oject No. Client •I i • -' 1 Lj i I j 1 I ! - I� 1� I ! i I i I�'I Designed By: Date: 4, F i tIt.k Sheet. L of Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ww WN. IN I..\II 1 V1\1 VI\rM ■M EtlPim ri STRUCTURAL • CIVIL • SEISMIC ENGINEERING $raced f/�A'w - ('pad 471C dP o4,/ Gfrte rE Fjvice •W -o 43'4 vv.= A-46 )— 3 to ✓►�� 44.44c y C t vw tore() vs O.3S Ar of (160 !• 51'7(6'3 4 cos . 3� rt %A- -- 19• cl 4)0 AI vela — 3 ►I % I ? 'OA ,11 C2.1 ) * PSS 4 y6 Pert V11/4? 2r r /-?k g•el4 : /?- / stf 'r 7.38 ���, c 7,4 u P=fu Pr .sect: Project No. Client: Designed By: £t1 Checked By: Date: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 s Braced Frame Shear Anchorage Design Project: Interurban Office Engineer: ETL Date: 1/14/2011 Size Brace Angle (from base plate) Number of Keys Grout Pad Thickness Spacing Between Keys Width of Base Plate I -ISS 5x5x5/16 Results degrees Brace Force 208.6 kips Key Depth 4 1/8 inches (includes depth of grout) Key Thickness 1 2/8 inches Fillet Weld Size 7/16 inches Force Transfer Between Keys 1.5 <. ' inches 14. - inches 16 `, inches Base Plate Thickness 1 5 inches Shear Key Steel Gr. 50 ksi Concrete Strength Reinf. Steel Area 0.7 °int (between shear keys) Note: Seismic Factor of .75 need not be applied to braced frame anchorage per Seismic Provisions for Structural Steel Buildings, 8.5 Colui ksi Base Plate Thickness Check /®/ LRFD BASEPLATE DESIGN Column Marks: Interurban Office BF base plate Jral\ 2010\P1OJEC-0: 1/14/2011 12:02 Inputs Hu: Pedestal Width: Pedestal Length: A2: f c: Column Section: Column d: Column bf: Clearance on Sides: Base Plate fy: 214 kips 60 in 60 in 3600 inA2 3 ksi TS6x6 W?x?,TS?X?,P? 6 in 6 in 1 in 50 ksi FILL IN ALL PINK (see help) �y ej.�y,„A.�`k 5 1,i13i �i�ll ; : e 2 . r; ' `, 4�� 4A w"�r_�{?hM u$a4 � W 1`5 v�'7. �'. .� A1> A,= 5.43 inA2 69.93 inA2 36.00 inA2 69.93 inA2 �jControlling .. a �1 +.d�v9e, �.. .r .,�'G .�. t�'' ,' e .N '�9"� .�} `...✓`a«*&S 54 �. .. _.�%�i .,. vd`d, ,.m�a � .. 1v. f�ii�k i � k�P„�x,r delta: Suggested N— 0.45 in 8.81 in USE N= , 16 in �a �y 7�' 4ei: in e i {G vFi , a" Suggested B: 8.00 USE B= 16 in so A , = 256 inA2 Ch k Ba in Stress �t Q'Pc fp: DPP 3.06 ksi 0.84 ksi, 783.36 ltete n In r # r • �. k , .+ :. 3t,iti; o � 8c m: n: 5.15 in 5.15 in 90:0'1.*' .4 .<., ii�t r��',� �{ G ti ,�'> �"��* „e �1��°'4 a ,,,/c X: X: n': kn': 0.273 0.56 1.50 in 0.85 in Da{erxn /nye ti '9�M+,/1 ��1fII fir �bh� ,. � Controlling c: tp, w/ Plate B: w/ Plate N (D): 5.15 in 0.993 in 16.00 in 16.00 in BRZ Page 1 1/14/2011 12:02 PM /06 Table 3.1. Anchor Rod (Rod Only) Available Strength, kips Rod Diameter, in. Rod Area, A„ in' LRFD 4)R,,,4)=0.75 ASD R°/Q,12=2.00 Grade 36, kips Grade 55, kips Grade 105, kips Grade 36, kips Grade 55, kips Grade 105, kips % 0.307 10.0 12.9 21.6 6.7 8.6 14.4 34 0.442 14.4 18.6 31.1 9.6 12.4 20.7 Ye 0.601 19.6 25.4 42.3 13.1 16.9 28.2 1 0.785 25.6 33.1 55.2 17.1 22.1 36.8 1.16 0.994 32.4 41.9 69.9 21.6 28.0 46.6 11/4 1.23 40.0 51.8 86.3 26.7 34.5 57.5 1% 1.77 57.7 74.6 124 38.4 49.7 82.8 • 13/4 2.41 78.5 102 169 52.3 67.6 113 , 2 3.14 103 133 221 68.3 88.4 147 21/4 3.98 130 168 280 86.5 112 186 2% 4.91 160 207 345 107 138 230 214 5.94 194 251 418 129 167 278 3 7.07 231 298 497 154 199 331 31/4 8.30 271 350 583 180 233 389 3% 9.62 314 406 677 209 271 451 334 11.0 360 466 777 240 311 518 4 12.6 410 530 884 273 353 589 1414 = 1.4 if the anchor is located in a region of a concrete member where analysis indicates no cracking (f, -f,) at service levels, otherwise 1414 = 1.0 Ab,Y = the bearing area of the anchor rod head or nut, and f: is the concrete strength Shown in Table 3.2 are design pullout strengths for anchor rods with heavy hex head nuts. The 40% increase in strength has not been included. Notice that concrete pullout never controls for anchor rods with Fy = 36 ksi, and concrete with fc' = 4 ksi. For higher strength anchor rods, washer plates may be necessary to obtain the full strength of the anchors. The size of the washers should be kept as small as possible to develop the needed concrete strength. Unnecessarily large washers can reduce the concrete resistance to pull out. Hooked anchor rods can fail by straightening and pulling out of the concrete. This failure is precipitated by a local- ized bearing failure of the concrete above the hook. A hook is generally not capable of developing the required tensile strength. Therefore, hooks should only be used when tension in the anchor rod is small. S7.3y L Z34 Appendix D of ACI 318-02 provides a pullout strength for a hooked anchor of 4n r4(0.9f' ehd°), which is based on an anchor with diameter d° bearing against the hook extension of eh; is taken as 0.70. The hook extension is limited to a maximum of 4.5d°;1414 = 1 if the anchor is located where the concrete is cracked of service load, and 1414 = 1.4 if it is not cracked at service loads. Concrete Capacity Design (CCD) In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 to 1.5 slope). For simplification, the cone is considered to be square rather than round in plan. See Figure 3.2.1. The concrete breakout stress (f in Figure 3.2.1) in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5 (or to the power of 5/3 for deeper embedments). The CCD method is valid for anchors with diameters not exceeding 2 in. and tensile embedment length not exceeding 25 in. in depth. 20 / DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN /D9 A Table 3.2. Anchor Rod Concrete Pullout Strength, kips Rod Diameter, in. Rod Area, A„ int Bearing Area, in' Concrete Pullout Strength, 4 Np Grade 36, kips Grade 55, kips Grade 105, kips % 0.307 0.689 11.6 15.4 19.3 % 0.442 0.906 15.2 20.3 25.4 A 0.601 1.22 20.5 27.3 34.1 1 0.785 1.50 25.2 33.6 42.0 lA 0.994 1.81 30.4 40.5 50.7 1% 123 2.24 37.7 50.2 62.8 11/2 1.77 3.13 52.6 70.1 87.7 1% 2.41 4.17 70.0 93.4 117 2 3.14 5.35 90.0 120 150 2% 3.98 6.69 112 150 187 21/2 4.91 8.17 137 183 229 2% 5.94 9.80 165 220 274 3 7.07 11.4 191 254 318 3% 8.30 13.3 223 297 372 31/2 9.62 15.3 257 343 429 3% 11.0 17.5 294 393 491 4 12.6 19.9 334 445 557 } r VIswA-A 3itr A " \ f =Tensile stress \ f In concrete clang surface of stress cone. Figure 3.2.1. Full breakout cone in tension perACl 318-02. Anchor rod design for structures subject to seismic loads and designed using a response modification factor, R, greater than 3, should be in accordance with Section 8.5 of the 2005 AISC Seismic Provisions for Structural Steel Buildings. Per ACI 318-02, Appendix D, the concrete breakout strength for a group of anchors is and 4) Nag= tpyr3 24 f, hls AN for he < 11 in. ANo $ Nog= $1y316 fj h,f513 where • = 0.70 AN ANo for he >11 in. yf3 = 1.25 considering the concrete to be uncracked at service loads, otherwise =1.0 by = depth of embedment, in. AN = A� = concrete breakout cone area for group concrete breakout cone area for single anchor DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN / 21 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Masonry Walls & Footings 1 STRUCTURAL • CIVIL • SEISMIC ENGINEERING OJr OP PIANE Woti t.L Der 14A) ooP) LLOon/4 T3,C,DE 7Yn1C4L, L,f L(i cLc 0. 10, R v F T7'h tc4 C-IC/►r- B'!GI- •2,171 SveteADSH' ET SEE OoP c,, o rrcer h. ,.sect: Project No. Designed By: Wt. Date: �� ZI 1 1 V Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 l/1 • uvuuMLunirukI tKLUI'4 UELM STRUCTURAL • CIVIL • SEISMIC ENGINEERING M A5 0A, OOP pc. N tS iia VoLJ1I 8, 4 i?, 6 w r a,✓ to" ILJ RL- L3,.,` _ 3P-2- 1( GaseI 6' \\ G4IE 2 ibil b �° 4-- 412 4- 369 pie 195— 13.6 8'o /hu" e)= a7.5kp y'a k /t 1441 _ ' fS PrA te fib. 61' /6 /_ Z2 39- k -P- - 22-- -(y.67- «7.7 t -k -f Pi- tql`� 34 — Ste? pry ../ u 361 3'/ 10 la la 1- Li_ My, ai.l=027 d}.s 111411-� Ft; ✓ VA si 'rviect: � Vim( GQ- Designed By: e\-2, Date: t` 2�1 t )0 'roject No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /12 www ■imm••,M1 VI 1 L.INtrIII/t•NOiirti6u u STRUCTURAL • CIVIL • SEISMIC ENGINEERING /fl4S4Nlk ODP Pen' qi(/.• 4',g. Dm/ 4' /AD�or� 4 J4 bit w#ru.- 71-1- • r co lot = (o.?S t c . l = 2.59 4)eivk -4- = I ?s�j rct•3' £7 o * re cd Pr viect: Project No. Designed By: Date: ,4 Jt I IC Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 113 Project: Wall I.D.: fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SDS IE Dead Load Live Load Snow Load Eccentricity ft f2 2.a1 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Interurban Typical 8" wall building B,C,D,E Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 84 psf 1 (CMU=1, BMU=0) 84 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = w(without 1) = Axial Loading (Po) 180 plf (include wall wt. of levels above) 0 plf 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1,0E + (f1L + f2S) Put= 1.2D+(ftL+f2S) Put = 0.27 k/ft, does not incl. wall wt. of this level Pu = 1.63 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) A, max/ft = 0.412 in`/ft A, actual/ft = 0.155 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)•8 = 3.04 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 3.69 k-ft/ft OK 8.4 psf 29.2 psf 29.2 psf Date: 11/29/2010 Engr: ETL 27 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5, 6 or 7) 24 in (8,16,24,32,40 or 48) 1 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads &max = &allowable = &allowable = 2.34 in 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 17.8 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 42.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 1* 2-42c> gt IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Wall I.D.: Building F, typcial 8" wall fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SDS IE Dead Load Live Load Snow Load Eccentricity f1 f2 Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 84 psf 1 (CMU=1, BMU=0) 84 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = w(without 1) = Axial Loading (Po) 180 plf (include wall wt. of levels above) 0 pif 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Puf = 1.2D + (f1L + f2S) Put = 0.27 k/ft, does not incl. wall wt. of this level P„ = 1.28 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) As max/ft = 0.310 in`/ft As actual/ft = 0.116 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)•8 = 1.53 k-ft/ft (See 'Iterations' Worksheet) Phi'Mn = 2.09 k-ft/ft OK 8.4 psf 29.2 psf 29.2 psf Date: 11/29/2010 Engr: ETL 20 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5,6or7) 32 in (8,16,24,32,40 or48) 0 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads max = &allowable = &avowable = 0.18 in 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 14.0 psi 0.05f m = 75 psi 0.20fm = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 /'5 7--D4=•9 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Wall I.D.: fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SDS IE Dead Load Live Load Snow Load Eccentricity fi f2 Interurban Date: 11/29/2010 Typical 10" wall at window areas Building B,C,D,E Engr: ETL Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 104 psf 1 (CMU=1, BMU=0) 104 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = w(without 1) = Axial Loading (Po) 180 plf (include wall wt. of levels above) 0 plf 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) P,d= 1.2D+(f1L+f2S) P,, = 0.27 k/ft, does not incl. wall wt. of this level P„ = 1.96 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) AS max/ft = 0.579 in`/ft AS actual/ft = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*8 = 6.33 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 7.53 k-ft/ft OK 10.4 psf 65.0 psf 65.0 psf 27 ft - assumes pinned -pinned 10 in (6,8,10 or 12) 5 (4,5,6or7) 16 in (8,16,24,32,40 or 48) 1 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads max = 8allowable = 8allowable = 2.19 in 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 16.9 psi 0.05f m = 75 psi 0.20fm = 300 psi H/t = 33.7 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 H16 Zex77 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Wall I.D.: Building F, 8" wall at windows fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SDS IE Dead Load Live Load Snow Load Eccentricity ft f2 Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 84 psf 1 (CMU=1, BMU=0) 84 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = W(without 1) = Axial Loading (Po) 180 plf (include wall wt. of levels above) 0 plf 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1.0E + (fit. + f2S) Pu} = 1.2D + (f1L + f2S) Pu, = 0.27 k/ft, does not incl. wall wt. of this level Pu = 1.28 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) As max/ft = 0.310 in`/ft As actual/ft = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)•S = 2.83 k -f lft (See 'Iterations' Worksheet) Phi*Mn = 3.68 k-ft/ft OK 8.4 psf 52.0 psf 52.0 psf Date: 11/29/2010 Engr: ETL 20 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5, 6 or 7) 16 in (8,16,24,32,40 or 48) 0 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads 8max = 6anowable = Sallowable = 1.71 in 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05f m (0.20f m if H/t < 30) Pu/Ag = 14.0 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 111 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING pili i -D/4/4 A � D, MMSoNAY 5'44611c 141.4“,s G,AI ri G Au- VkidF (ot'tr` A : S#j i 4 /14dMCNr grfAt F. Ok ?N /AlSeteTippi Vme.Ji. e' e p ( EIAJs 1- (7) f f 6 itetv e FaGen44 Am> onl GEo. tv%gx►dnoMS Feo nAk rftvt 3 44 utkm /1 ,1r^e tot 77/(0 GJhLG Go Anil o . Go A✓4 14141.4- Poo n Al?6 rZ 4,,i?V - r44M) S Form re. Ovc+4'Ev( fiti • lo'" vvaV w4u-S • rZ'E>F' Mrd b 1! oil 061. = 30' L�o�i t t% 3(10o P 1:f- 7_/ s fz?s14. c/ Zrs1 I,Jt = I, y -? ‹kcx- yr c e -n 3,ro t. s vel-h.*c1! t ie 5 •ti. vtu,*- 41%. = Z V,,. _ 34- Ic-tr . ass '.W 3`CP vo1de f-1,o•t,no 4Vc. " 3}= 0.77 COc: [36) cl = lZ• Std rverntic -ao : 3` wide X oto', 6-p tlh o.aete Project: ` V. V \9C,t Ck� Designed By: • Date: 11 t' A.4) 1 6Project No. ` Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1/0) L \rvvVVII L■■MrVr%1 CLAPCCry STRUCTURAL • CIVIL • SEISMIC ENGINEERING > ®o-r7AJc, 12-V t Fo. t Nr Lo 4/ 4 . 124- sNF- ML&= S9,en( �.Z— 69q l4—In c�. = IZ . s" Com_ 1 tt As ih 4 _. .0.‘5- 4s= /06,•,L k=O.69'�1 its =/,oc,n2 /6,1= 1: 23 ( o S.•.,,k e= o. 9/ -2 (9) S 21,D6h/Cif = ,S,h i °4.06, zr � S Cid ' ' ott:). 2 // t.Qt}/ 6Qd iiclo z lo'( or... saps 0.521 Project: Project No. Client: Designed By: Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Lig COUG H LI N PORTERLUN DEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERINC L »// 3S , , / out 7ceicr /les, p, S 4 f v4 64, ons(Si,e) I.3 _ ee k /,3K Al.s t s •Ce = •'1 e" cMv (2(•5)Czc(5,,‘) vy.€ �r1 — Z9.s(L ) •4- 13r?- '-F+ 'ruiect: 'roject No. 1,,nVeVv\V ‘x. v. Designed By: Client: Checked By: Date: ) f ?( I 0 o Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 CoughlinPorterLundee n 413 Pine Street, Suite 500 Seattle, YNA 98101 F': 276/3430460 F: 206/543-5681 project Interurban by ETL sheet no. location Building B,C,D,E interior dote 12/9/2010 client job no. dasonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input fm. 1.5 ksi Vert. rebar size (#) fy: 60 ksi ._..spacing HW = 29.5 ft ....no. bars/spacing = Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input 240 in 8 in (6,8,10 or 12) 1 (yes=1, no=0) 1 (1=Concrete, 2=Clay) 28 ft 0.87 D 0 (yes=1, no=0) Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1 = 46 kips @ 29.5 ft V2 = 1.3 kips @ 15.5 ft V3 = 0 kips @ 0 ft V4 = 0 kips @ 0 ft V5 = 0 kips @ 0 ft Gravity Line Loads Wall Weight = 2478 plf Dead Load, WDL = 120 plf Live Load, WLL = 0 plf Snow Load, wsL = 200 plf P1 = P2 = P3 = P4 = P5 = f1 = 0.5 f2 = 0.2 5 24 in (8,16,24,32,40 or 48) 2 (1 or 2) Horiz. rebar size (#) 5 (4,5, or 6) ....spacing 48 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in .wuv 800 Dead] Snow 600 Live 400 Seismic 200 000 19.4 800 5.6 600 0 400 20 200 0 0.2 0 0 0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 QM„ (k -ft) Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead] Snow f2 Live f1 Seismic 15 19.4 0.2 5.6 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 10 ft DL2 = 0 kips @ 0 ft DL3 = 0 kips @ 0 ft DL4 = 0 kips @ 0 ft Maximum Out -of Plane Vertical Steel Ratio = 0.396 in`/ft Maximum In -Plane Vertical Steel Ratio = 0.445 in2/ft As Actual = 0.307 in2/ft Shear: Vu = 47.3 kips •Vn = 72.4 kips OK (Vs = 72.4 kips OK ft ft ft ft ft OK V corresponding to 1.25*Mn = OK OK P min and Spacing Requirements Pvert+ Phorz (min)OK SmaxNeroOK Pvert (min) OK Smax (Horz) OK Phorz (min) OK Min vert=1/2 horiz OK Boundary Element Check (ACI 3.3.6.6): Not Required 1 2! Project: Interurban Building A: West Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a ' 2500 psf 1/3 increase = 3333 psf Coefficient of Soil Friction,µ ;0.40 Lateral Bearing Resistance, p, 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B' Width of Footing, W r - Thickness of Footing, t Depth below grade, D Area, A Section Modulus, S Footing Loads Gravity Seismic Peed Poverturden Poi Pl. Proms 28.00 ft 5.00ft 30 in 1.00: ft 140.0 ft2 653 ft3 53 k 15 k '64.6 k 19.4 k 152 M,,...., _ ... 16525: k -in vii ,• 47:3. k Bearing Stress (allowable) Pd + PI q' = Footing size: Pd + P1 + EQ e=M/P= qmax' = Footing size: 1.1 ksf 6.5 ft 2.69 ksf L Components Allowable PD+PL= 0.9 Po = Me = 151.9 k 119.3 k 984 k -ft III=III $ D v B B/e= 4.3 ok qmin' = partial uplift ksf Pressure Distribution, a = 22.6 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=M/P= 8.2 ft qmax' = 2.76 ksf B / e = 3.4 ok qmin' = partial uplift ksf Footing size: _ ' ; Pressure Distribution, a = 17.3 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. Lateral Force Lateral Load = Resistance due to: Soil Friction, 0.9 Pd p = Lateral Bearing = Total Resistance = Remaining Lateral Force = Required Additional Dead Load = 34 k 48 k 7.0 k 55 k, no sliding occurs Ok 0 not required a SHEAR WALL FOOTING DESIGN SHEAR WALL ID: Building B,C,D,E interior masonry footing reinforcement r,: Footing Depth:. Clear Cover. • 3000 (psi) '60 (ksi) 30 (in) • 3 (in) One Way Shear Strength: 0;.; , ;.0.75 d: 26.5 (in) b: 12 (in) 4Vc: 26.1 (k/ft) Vu: 7.5 (k/ft) DCR: 0.29 OK Footing Demand: EQ FACTOR TO ULTIMATE from ALLOWABLE: „. , 1.4 V (SAFE STRIP): • 0 (k) Strip Width: 60. (in) Vu: 0.0 (k/ft) (OR) Cantelever Length (from face of supt): - 48, (in) gm �; (ksf) Vu: 7.5 (k/ft) Moment Strength of Footing Cantelever. Long Direction 0: 0.9 PI:;; Mu: 403.2 (k -in) p Pang: Include top reinf for Preen: pn,,, (for +.0.9) 0.0009 (Required by moment) 0.0018 (ACI 7.12.2.1) YES (YES or NO) 0.0009 0.0135 OK ii Max Spadng: 18 (ACI 10.5.4) O BAR #: 3 4 5 F AREA: 0.11 0.2 0.31 0 sm.: 4.6 8.4 13.1 Bar#: , .a Spacing:;_ 12 (in) As: 0.79 (int) a: 1.55 (in) co • c/d: 0.069 $Mn: 1097.4 (k-in/ft) Mu: 403.2 (k-in/ft) DCR: 0.37 OK Footing Demand: EO FACTOR TO ULTIMATE from ALLOWABLE: 1.4! M (SAFE STRIP): . ` 0, (k -in) Strip Width: (, 60• (in) Mu: 0.0 (k-in/ft) (OR) Cantelever Length (from face of supt): 48; (in) gew:?.r. .<3(kst) Mu: 403.2 (k-in/ft) 6 7 8 9 10 11 0.44 0.6 0.79 1 1.27 1.56 18.5 25.3 33.3 42.1 53.5 65.7 theeld /.621101'1 (6) r 7 Moment Strength of Footing Cantelever. Short Direction 0:. -- : 0:9 Pt .. 0:85 Mu' 157.5 (k -in) P: 0.0003 (Required by moment) Pierre: 0.0018 (ACI 7.12.2.1) Include top reinf for YES (YES or NO) Pngd: 0.0009 p,r,,, (for 0=0.9) 0.0135 OK Max Spacing: O BAR #: AREA: O s.gd: Footing Demand: Cantelever off end of wall EQ FACTOR TO ULTIMATE from ALLOWABLE: ;1, .; 1'::4 M (SAFE STRIP):;;s,`.`s; ; 0 (k -in) Strip Width: !'',;,.; 60 (in) Mu: 0.0 (k-in/ft) (OR) Cantelever Length (from face of supt): °30 (in) ,,3.(ksf) Mu: 157.5 (k-in/ft) 18 (ACI 10.5.4) 3 4 5 6 7 8 9 10 11 0.11 0.2 0.31 0.44 0.8 0.79 1 1.27 1.58 4.6 8.4 13.0 18.4 252 331 41.9 53.2 65.4 Bar #:;" 5 Spacing: , 12 (in) As: 0.31 (in) y) a: 0.61 (in) co c/d: 0.027 m OMn: 438.5 (k-in/ft) Mu: 157.5 (k-in/ft) DCR: 0.36 OK [� ° '73 G %mu HLINt'UKTEKLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING "tiv I ►.J S F •• Gcr M its o -✓ S t 23I t. = 1.2 Ne Nlec1 = (,tq4)(215) 4- kyoy ypro�c-tri ✓: 1q,S/c VeyckV 7a y\ Designed By: Date: (k / w C J/4 'roject No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 CoughlinPorterLundee n 413 I' he Street, Suite 300 Seattle, WA 98101 P: 206/343-0460 F: 20&343-5691 project Interurban by ETL sheet no. location Building F grid D date 12/9/2010 client job no. .iasonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input fm = 1.5 ksi Vert. rebar size (#) fy = 60 ksi ....spacing HW = 21.5 ft ....no. bars/spacing 1-vo = Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sdg = Seismic Design Category = Stack Bond? Loading Input 144 in 8 in (6,8,10 or 12) 1 (yes=1, no=0) 1 (1=Concrete, 2=Clay) 20 ft 0.87 D 0 (yes=1, no=0) Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1 = 17.6 kips @ 21.5 ft V2 = 1.9 kips @ 13.5 ft V3 = 0 kips @ 0 ft V4 = 0 kips @ 0 ft V5 = 0 kips @ 0 ft Gravity Line Loads Wall Weight = 1806 pif Dead Load, WDL = 64 plf Live Load, WLL = 0 plf Snow Load, WSL = 100 pif P1 = P2 = P3 = P4 = P5 = fl = 0.5 f2 = 0.2 5 32 in (8,16,24,32,40 or48) 1 (1or2) Horiz. rebar size (#) 5 (4,5, or 6) ....spacing 48 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in 1200 1000 800 400 200 0 1 ■ 0 0 500.0 1000.0 1500.0 OM„ (k -ft) 2000.0 Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live fi Seismic 0 0.2 0 0.5 0 @ 32 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 10 ft DL2 = 0 kips @ 0 ft DL3 = 0 kips @ 0 ft DL4 = 0 kips @ 0 ft Maximum Out -of Plane Vertical Steel Ratio = 0.295 in`/ft Maximum In -Plane Vertical Steel Ratio = 0.49 in2/ft As Actual = 0.115 in2/ft Shear: Vu = 19.5 kips oVn = 42.95 kips OK CVs = 42.95 kips OK ft ft ft ft ft OK V corresponding to 1.25"Mn = OK OK P min and Spacing Requirements Pvert + Phorz (min)OK Sam Nero OK Pvert (min) OK Smax (Holz) OK Phorz (min) OK Min vert=1/2 horiz OK Boundary Element Check (ACI 3.3.6.6): Not Required /25 Project: Building F grid D footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500 psf 1/3 increase = 3333 psf Coefficient of Soil Friction, µ 0.40 Lateral Bearing Resistance, p • 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B • Width of Footing, W ,. Thickness of Footing, t Depth below grade, D Area, A Section Modulus, S Footing Loads Gravity Seismic 16.00 ft 5.00ft 30 in 1.00: ft 80.0 ft2 213 ft3 Peen 30 k Poverborden 9 k Po 23 k Pi., 1.2 k Proms 63 Me: 4850 k -in V,, 47.3 k Bearing Stress (allowable) Pd + PI q' = Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 0.8 ksf 4.6 ft 2.46 ksf L Components Allowable Po + Pi. = 0.9 Po = Ms= ti 63.0 k 55.6 k 289 k -ft III -III D B B/e= 3.5 ok qmin' = partial uplift ksf Pressure Distribution, a = 10.3 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e=M/P= 5.2 ft qmax' = 2.64 ksf B / e = 3.1 ok qmin' = partial uplift ksf Footing size: Pressure Distribution, a = 8.4 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic Toads. Lateral Force Lateral Load = 34 k Resistance due to: Soil Friction, 0.9 Pd = Lateral Bearing = 22 k 7.0 k Total Resistance = 29 k, sliding occurs Remaining Lateral Force = 5 k Required Additional Dead Load = 13 k, use adjacent footings to provide lateral resistance /2 IP COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Miscellaneous STRUCTURAL • CIVIL • SEISMIC ENGINEERING LA2_31e.Ndv/NQ Le000S' S, 4r = 10 S= a S/ Cp Ups JSP 77471L4 -I• AeoP • ✓pi ST AN tor' /rte P = as rs TA C/Cr a -/ ,b C� = o. /6, & ec 4- 10 ev ft /S. 2 p s•P P. „pact: Designed By: En."- Date: j Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 121 ----------• —•-.—•------ --- STRUCTURAL • CIVIL • SEISMIC ENGINEERING Girl in5Le,fir640, / i tb p; Oel GOG 10.1 4 S i/d,C!'4 /O. y.9 Saw A 28 S. 3 Pruject: Project No. )e.'.�'i Client: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 Designed By: Date: Checked By: Sheet 7/fa of P: 206/343-0460 • F: 206/343-5691 /ZS i tr CUUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING low/7a r7 54,02 Wit etwaes VS v-) t't4W -Qs�a Project: Mc kit& r Project No. Client: Designed By: Date: Checked By: Sheet 1110 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 P: 206/343-0460 • F: 206/343-5691 I Z1 Memel software 0 Current Solution: 1 piece(s) 16" TJI® 360 @ 16" OC Overall Length: 24' 7" ❑1 All Dimensions are Horizontal; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Member Reaction (lbs) 1186 @ 2 1/2" 1202 Passed (99%) 1.00 Shear (lbs) 1168 @ 3 1/2" 2190 Passed (53%) 1.00 Moment (Ft -lbs) 7106 @ 12' 3 1/2" 8405 Passed (85%) 1.00 Live Load Defl. (in) 0.593 @ 12' 3 1/2" 0.806 Passed (U489) - - Total Load Defl. (in) 0.865 @ 12' 3 1/2" 1.208 Passed (U335) - - TJ -Pro Rating 38 35 Passed - - 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD +I,, yy►� �� �M V �+ yid d 'k S Pu �� <� qhx� M1^„� § � � � �`✓" $ f � N k� '.n}r.�;', %. } .e ,,...� . , x� - •� roti Y - � "kx .y. k" ie�{A �}.� - y�,�'a -.i .'}P�fb� 'dY Ut �,S � E �iRR � "�; �V % Depth " Series " Plies. Spacing � x ,: � �.,� TJ -Pro Rating d., ., x c�rd� `:Wood Volume 16" TJI® 210 1 16" 33 x 5" TJI® 230 1 16" 35 x 16" TJI® 360 1 16" 38 1.09 16" TJI® 560 1 16" 45 1.58 " The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte"' Software Operator Job Notes Eric Lentz Coughlin Porter Lundeen (206) 343-0460 erica@cplinc com 1/17/2011 11:32:32 AM iLevel® Forte'" vi. 3, Design Engine. V4.13.0.2 Page 1 of 1 /3 0 %.VVW7L.1A1'VRI GRL PPILIPCCF4 STRUCTURAL • CIVIL • SEISMIC ENGINEERING .u► sr &Ase" Our or P4444 Mjr- L 0)14 Pes Ai 1, a S•71i0Js Ts4 C�•tr7r�feu P (a s- 12' 12' CA f*40Ciee„ o r L/I too ?rr. 77209 = -4, Gam'-F-•—�- IaI 0 CL) •7 eLA Co bap TfV' C'i iLt.z 20.3 It---ki v s?•6- 4 /644- SL?. /aG /tiG g. 0 A- /o/ec-et- ,a•/a?ig--, 4-7 V-, = 0. Ac CJ) i *sq k ed %70v1i -t- 6aoSi37--sv jc/s ILI 3 s' -9t4 - (2 ) 1ppi- me. 3 -1* V a = a. 6 3 IL Ifela ' Z134'vn'i (2 5-11/os TV0 Cop 4C j .%%= 3./ ` 1,•\ — O. et t Lel sivns • ilfof=R.Si 14sQ.. K zz /p 4' P, .,,ect: �n lefwaa", 'H - Project No. Designed By: �.. Date: )/2 -Si Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 131 a 3 2 3 • •o 3 \.vvVn`unrVRI CRLvnv--c1111I STRUCTURAL • CIVIL • SEISMIC ENGINEERING IA/ P AST CACI Dor /6 ®t4 4I s!/' i'9 L fie'/ 6-1•4 Crv0 s 6 6 4.00513-- 43 64 /6/(0e__ `7/a4e l i /h,• j007,,D i� rJ ! ,%I ) S -6/6 .1 1:5I S --4\ @3 • )` Project: Project No. 11✓l,Y erfr_ OfhG Designed By: Date: /1-1- fit Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /32 a- %.vvvisroermrvRI CRLVnLYCCM STRUCTURAL • CIVIL • SEISMIC ENGINEERING JN -Rt/ ' P� NeL. II?� G�odN0AT1pN LONAlEC3�A�/ i 164 i, • /rovAtair Ago.) comm.' 4?2 - / . ?�- s•S" mAy aoP nto 3 = el -f/)( 1)(Z?-�) 4- ? k 1,94 moot vo' a - f /ot 57)17 Uh V) b• 1s </j psi (.44/2_96) .3!6, k h..1ect: `11 'IOW bill G-. Project No. Designed By: en- Date: 1/aS/// Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /33 STRUCTURAL • CIVIL • SEISMIC ENGINEER1N( liv Teramc 4 V Am,cm— 7-79 tA7o AI C o'A/41 . Paa A.w4-7)0,"/ coma:. QE 'T/c = 3/-Y k//.3 ay.a k,p p --2. Cie .2 y. 6a. f°--) ` ea. 5 ✓ Pill FDA/ GoNIJ m1 ? — •o 62.r) _ 90 ✓ r� urboli Project No. Client: Designed By: rt. Date: t f?_c; /,'( Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 13— uvugarmunrUKI ERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERIN( /NrER a/2- Al — 7P —1)4n/ 4.0aAl 7)v,./S 91 To 7;)2:2_ GaNN Gig//rr. (6)C/''X'ooprr) C &9(Jac) P(4) CYav /P) 0o -P - A' 7. et /c. /4.ZK�Zca� P _ e.l pia crzoL4C�,-= 3'-f;.e° sc.. Gol/•t/ CAP qr / rr ; erro° Ny3i 1'3•= 0/ (t/i ft6x a'ber wc u,,4 �.;G rove‘t s S,i r L. 4 An= co (0.0 636)0/2x co cPWR Cal ")(4 '74 k• tb%) M13E19: 114-3S st:, L ca 4%..i •1 'roject No. Designed By: Et Date: 1 1 ZS fi' Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /35 STRUCTURAL • CIVIL • SEISMIC ENGINEER/N( In 1(4- Coy _Dever k 1-49/ c4f, Jf 44't 1) L = 1 O ps1P6 S L = 2S s• W %va ' 14c -k- = ZOreR zor Oh_ = Sv /f L4J, = /oypIl p1 /• 3 1/K • 0 Sk V%+o °S _rte ri /-09/e7 MICA L.- coa . C11c7 -to 5 P t -amt- A-1-6 SL ►2,,, = \ .0 v ti u°)(10) -too r 1� ;"5/4 17--%,--=' Li OD 4f -- Mix Soo# -Ft 055 bVeR /( ePAleiy15•5kP- 14104S►n14 zzott Soe1 y uai� ‘.prb Pi v)CC:t: Project No, `v L& ( k9r.t.C � Client: Designed By: Date: 7.111 % 9 1 • rr vvv‘ammosyrvRl CRLVnVCCry STRUCTURAL • CIVIL • SEISMIC ENGINEERINC fnvicew6Ah fi ; 17 4— , e lo /-2.16;0‘4( `' 6 f° cri‘ Of -)bi(t JC 6��a at.b 0-03 `' _ 'r ?IA r 4-1/4 /- 4' b o /> ,elle/ develt7s Pc�-- PL__ e4AS VieD Psv o.9(27/D) -! (ty) Ksett" CO 1.62t.11.�, 11 �tr = -6.3A ri; LAIp L 7-0 ��Kd firtb j31 7 - lkup IF 2 L'ioLF N4, - IS •`(1, eft a-(03 t_ foo= I. c-4-11 = 3t41, L4 2417sV HSs ti9f. (o ‘/vl Pr„ sect 1t1 -1u 1 pc -((i• Designed By: ea.- Date: 3 1 ( 41 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 137 Anchoring to Concrete: Shear (ACI 318-08 Appendix D) General Anchor Type Connection Designed For Seismic Loading Cracked or Uncrecked Concrete Condition A or Built Up Grout Pad Supplementary Edge Reinforcing Load eccentricity, M = V,. _ Steel Welded Headed Stud No Cracked No (0.8 1.3) Edge Reinforcing 0104 or greeter 3 in 1.04 kips In. Stud Diameter, d,= Embedment, hut= Number of Anchors, n = Concrete 85 hi 3/4 in B in 4 rc is 4000 psi Member Thickness, h a 8 M Front edge distance, C., = 6 in Side edge distance, C., = 100 N Group spacing parallel to loaded edge, 0, a 6 in Group spacing parallel to side edge, S, = 8 In Steel Shear Strength: (0.6.1) 4= Asan n'0.5•A,.•F,d or n•A,'td = V„ _ (0.75)11N„ 0.65 (ductile steel element assumed) 0.442 m^2 114.88 kips (0-19/20) kips 74.661 Concrete Breakout Strength Toward. Leaded Edge - Back Row: (0.6.21 4 = 0.70 (0.4.4) 4.5'C.,"2=a,v= 848 in=2 (0-23) a• eccentricity factor, `rw v = edge distance hector. wry = cracked concrete lector, 'p, v = member thickness factor,'F,v= Anchor bearing length, 1, _ (8 or 7r(Vdo)30.2sgrgdo-fcre131.5 = V. _ (0.75)TV, = (0.75)y'V„./(Omega F.ctor) _ Controlling 4N.,, _ 338 M•2 0.88 1.00 1.2 1.5 0.0 M 27.61 kips 22.09 kips 15.46 kips 15.46 kips kips 15.481 (D-28) (D-2728) (08.2.7) (0-29) (D.8.2.2) (0-2425) (D-22) Concrete Breakout Strength Towards SIM Edge - From Row:10.6.21 4= 0.70 (0.4.4) 4.5•C„"2 = A...3 is eccentridty factor. w,.., edge distance factor, V., = cracked concrete factor. 4'v a member thickness factor. `4/,v = Anchor bearing length, 4 (8 or 7)11/do)"O.rsgrt(derfere1"1.5 = V.= 2.A.Ja.,3Pe.v3Pw.v3r..v3P,vNs = V„, _ (0.75)%N„, _ (0.75)y'V„J(Omege Factor) Controlling 4N„. Anchor Prtrout Strength: (0.6.3) ( 45000 'nil (D-23) 1298 M"2 0.98 (0-26) 1.00 (D.6.2. 10) 1.2 (08.2.7) 4.3 (0.29) 8.0 in (D.8.2.2) 684.15 kips (D-2425) 194.88 kips (0-22) 138.42 kips 136.42 kips kips 136.421 4= k,r = Nab. 3 k„•NW = Vwe = (0.75) $'V _ (0.75)VV,J(Omega Factor). Controting 4•V„ _ Shear Capacity Front Row (50% bad) ( 0.70 (0.4.4) 2.0 31.23 kips (11-5) 62.48 kips (0-30) 43.72 kips 43 72 kips kips 43.721 Vs • 0.3N„ / 4•V, • Tension Capacity NA MINN kips 21.861 kips 0.05 IMersctlon Cheek OCR •1 0.07 ( 30 25 20 15 10 0 • • 0 20 40 80 Loaded Edge 80 100 120 Concrete Breakout Strength Towards Loaded Edge - Front Row: (D.6.2) 4 a 0.70 (0.4.4) 162 In32 (D-23) A. = 192 in"2 eccentricity factor. 'p„r = 0.75 (0-28) edge distance factor, T.,. 1.00 (D-2728) cracked concrete factor, W, v = 1.2 (09.2.7) member thickness factor, W,,, 1.1 (0-29) Anchor bearing length, I.= 6.0 in (0.8.2.2) 711/do)o0.2•sgrt(d5 71)•61"1.5 = V. = 8.54 kips (D-24/25) ada,.ww.vw.a.v^P..vw,vvs = V.., = 9.88 kips (D-22) (0.75)•4•V0 = 8.78 kips (0.75)%N„1(Omega Factor) . 6.78 kips Controlling 4%/... = kips 4.5•C„02 = a„ a Shear C.pacly Back Row or Parelhl (100% load) 4•V, V„ / 4•V, ( 6.761 Controlling Shear OCR 15.46 kips V„ / Mari 31 0.071 0.07 • c r 04 4 /38✓ 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope UA Calculations Zone 1 Non -Residential ENV -UA 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Address Interurban Office / Warehouses - Building B Date 03/10/2011 Occupancy Group ® Nonresidential 0 Multifamily residential Clear For Building Department Use • IntEC C© Rm Fa Fl,e, d �- �• ..___ _, Climate Zone Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 12.2'k Max. Target: 40.0 Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Ar( '," ea" Adjustment sheet on the backside of the ENV-SHGC form. 2: U -factors shall come from chapter 10 or calculated per 1332. r. - See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A; Target UA U -factor x Area (A) = UA (U x A) w o o R=30.0 ID: Rigid Above R= ID: R= ID: Reef - n 034 4519 153.6 0.034 I 4519 I 153.6 -Deck E REV I D FOR CODE Cnrij\u/JA0AM E Above Deck Insulation U-0.034 -0 m R= ID: R= ID: ,WIPEOVED V L� APR 1 7 26`i2 0.031 Metal Building U-0.031 Other R= ID: R= ID: R= ID: • 0.027 Single raft, attic, other U-0.027 Opaque Walls - Above Metal Frm R= 9.000 ID: Wall 1 (6" meltaLstun R= ID: r R= ID: R= ID: iif of TN.)�i�i' K Ull DOMO DNMOON 0.096 1811 173.9 0.064 I 1811 I 115.9 Steel frame/metal bldg U-0.064 �J Wood/Oth R= ID: R= ID: R= ID: R= ID: 0.057 I Wood Frame, other U-0.057 H m R= ID: Wall 2 (10" CMU w/ 6" metal stud & R21) R= ID: Wall 3 (6" concrete w/ 6" metal stud & R21) R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B 0.072 0.077 2811 2664 202.4 205.1 0.150 I 5475 I 821.3 Mass Wall U-0.150 Below Grade Walls R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. 0.150 I Assumed to be Mass Wall U-0.150 Opaque Doors U= 0.600 ID: Hollow Metal Door U=1.200 ID: Overhead Metal Cargo Door U= ID: 0.600 1.200 48 336 28.8 403.2 0.60 I 384 I 230.4 All Doors U-0.60 u, 8 u- R= ID: R= ID: R= ID: 0.029 I Floors U-0.029 F -factor x Perimeter = UA(U x A) F -factor x Perimeter = UA (U x A) a) 9' .6 Es n Unheated R= ID: Slab -On -Grade R= ID: R= ID: ` 0.730 314 229.2 0.540 I 314 I 169.6 Slab -On -Grade U-0.540 IHeated R= ID: R= ID: Proposed assembly F -factors can use the unheated values in Table 10-2 0.360 Heated Slab -On -Grade U-0.360 *Zone CMU walls meeting Table 13-1 Footnote 1 can be entered with U -value of 0.15 rather than Table 10-5b values. Plans must Page 1 clearly state fnntnnte remiirpments Subtotal Area UA 12503 1396 Area UA 12503 1491 1)41 •-ocQ 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Envelope UA, continued. Zone 1 Non -Residential ENV -UA Project Address Interurban Office / Warehouses - Building B Date 03/10/2011 Fenestration Area as % gross exterior wall area 12.2% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U -factor (See Section 1312.1) for fenestration assemby (combined frarnc and nln,inn ncrfnrmanrcl See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) = UA (U x A) Vertical Fenestration Metal Frame U= 0.490 ID: Alum w/ thermal break, double, fixed U= ID: U= ID: U= ID: 0.49 953 467.0 0.40 953 1 381.2 Metal Frame U-0.40 1 Non -Metal U= ID: U= ID: U= ID: U= ID: 0.32 I 1 Non -Metal Frame U-0.32 Mtl entrance U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door U-0.60 0U= o, Y N No Curb U= ID: U= • ID: ID: U= ID: 0.50 Without Curb U-0.50 I With Curb U= 0. 600 ID: Roof Skylights U= ID: U= ID: U= ID: 0.60 96 57.6 0.60 1 96 1 57.6 Including Curb U-0.60 Page 2 Subtotal Page 1 Subtotal To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Area UA 1049 525 12503 1396 13552 1921 Area UA 1049 439 12503 1491 13552 1930 Interurban Office / Warehouses - Building B Envelope Component U -Calculation - 2009 WSEC 01.14.2011 Wall 1 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* Building Paper Metal panel siding Outside Air Film R -Value 0.68 0.56 9.00 0.06 0.00 0.17 Total R Value 10.47 U value for ENV form = 0.096 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) Wall 3 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* 1" Air Space 6" Solid Concrete Wall Outside Air Film Total R Value U value for ENV form = R -Value 0.68 0.56 9.00 0.91 1.64 0.17 12.96 0.077 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) Wall 2 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* 1" Air Space 10" CMU ** Outside Air Film Total R Value U value for ENV form = R -Value 0.68 0.56 9.00 0.91 2.63 0.17 13.95 0.072 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) ** interpolated value from table 10-5B 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Exterior Lighting Summary LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Proj Addres:sun. ding a 14600 Interurban Ave s Date 1/4/2012 Tukwila, WA For Building Department Use PrILE Cn y 9s. "Q -, Watts/ Fixture Name: Tom Jordan Appl. Name 1411 4th Ave #1306 Seattle WA 98101 Pn'nor* Appl. Phone 206 682 6170 r, Project Description ❑ Alteration ❑ Plans Included and commissioning requirements. ' New ❑ Addition Refer to WSEC Section 1513 for controls Lighting Zone (as specified by Jurisdiction) 0 '^^a 1 7r r 7 O 7nna 4 OO 7nna d Compliance Option ® Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) ❑ Controlled by motion sensor ' Efficacy > 60 Iumens/W ❑ Exemption (list) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting and space use not changed. ❑ Less than 60% of fixtures are new, installed wattage not increased. & space use not changed. Tradable Maximum Allowed Lighting Wattage Base Site Allowance: 1300 Tradable Surfaces Description Allowed Watts per ft2 or per If Area (ft`), perimeter (10 or # of items Allowed Watts x ft2 (or x10 Allowed Watts per ft2 or per If Area (ft2), perimeter (10 or # of items Allowed Watts x ft2 (or x10 Bldg. Facade (by perim) All exterior elevations 5.0 W/If 312 1560 Total Allowed Tradable Watts: Tradable Proposed Lighting Wattage (use mfgr listed maximum input wattage for luminaire.) Surface REVIIEVV D f ORNumber TUAMC ixture Description of Fixtures Watts/ Fixture Watts Proposed 3 ODE �® 96 Bldg. Facade (by perim) L-2 wall mount over service doors 2 175 350 Bldg. Facade (by perim) L-4 wall pack 2 175 350 Ad APR 1' 20'112 Total propos the base site comply can b Non-Tra tradable watts may not exceed th sum of total allowed tradable watts plus Total Proposed Tradable Watts: Ilowance. Any base site allowance not needed to make tradable watts applia,a(tp indNdual rio dable tegories. MILMiihiiinBlitAlf P d Lighting Wattage Base Site Allowance Remaining: 1300 Non -Tradable Surfaces Description Allowed Watts per ft2 or per If Area (ft2), perimeter (10 or # of items Allowed Watts x ft2 (or x10 Bldg. Facade (by perim) All exterior elevations 5.0 W/If 312 1560 Non -Tradable Proposed Lighting Wattage Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by perim) L-1 wall mount at entry 3 32 96 Bldg. Facade (by perim) L-2 wall mount over service doors 2 175 350 Bldg. Facade (by perim) L-4 wall pack 2 175 350 Non -tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. CORRECTION Total excess Non -Tradable watts: 0 Site Allowance Balance: 1300 RECEIVED btl` O(QJAN 11 2012 PERMITCENTER City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director CERTIFICATE OF COMPLETION This Certificate is issued to verify that at the time of issuance, the structure described below has passed a final inspection and was in compliance with the various ordinances of the City regarding the building construction or use for an unoccupied building shell. Building Permit No.: :D11-061 Tenant: INTERURBAN OFFICE BUILDING B Building Address: 14590 INTERURBAN AV S Parcel No.: 3365901630 Property Owner: SANFT LOUIE 6120 52ND AVE S, SEATTLE, WA 98118 Type of Construction: VB Design Occupant Load: 21 THIS IS NOT A CERTIFICATE OF OCCUPANCY. Prior to occupying any portion of the above described building any or all tenants must first obtain a Certificate of Occupancy from the Tukwila Building Official or his designated representative. The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affects the safety of the general public. Although the City has made a complete review and inspection as is reasonably possible, the City neither guarantees nor warrants the owner or any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupants of the structure. BU FolINIG OFFICIAL DATE THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov April 11, 2016 Louie Sanft A & B Properties 6120 52 Ave S Seattle, WA 98118 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Permit Extensions (Bldgs B, C, D & E) Dear Mr. Sanft, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-061, D11-242, D11-243, and D11-244. The Interim Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates through September 7, 2016. Please note that this is the final extension to be granted on the application. Per the Interim Building Official any applications which have not been issued by this date will be expired and new applications, plans, reviews (under current adopted codes), and fees will be required. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, irdiaiL" 51,1 Rachelle Ripley Permit Technician File: Permit No. D11-061, DI1-242, DI 1-243, & D11-244 W.•'Permit Center\Extenslon Letters\Permits\2011\D11-061 Permit Extension .docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 A&B Properties Commercial -Industrial -Office -Warehouse 6120 52ad Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Rachelle Ripley — Permit Technician RE : Interurban Office/Warehouse Buildings B-E. Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Rachelle, DATE : February 26, 2016 We received your letters from the Tukwila Building Department informing us that the permits above will expire on 3/07/16. This letter is to formally request an extension of the permit above for an additional 90 days. At this time we are finishing up some of the final building components and those related to the Interurban Avenue street improvements. We should have everything wrapped up and hopefully get our project signed off sometime soon, but at this time we would appreciate you issuing one more extension for 90 days as requested. Let me know if you have any questions. Sincerely, Request for Extension # '(Current Expiration Date: Extension Request: Approved for / _ Denied (provide explanation) days Signature/Initials$7 ie Sanft B Properties. RECEIVED /r; COMMUNITY DEVELOPMENT 2/2/2016 • • City of Tukwila Department of Community Development LOUIE SANFT 6120 52 AVENUE S SEATTLE, WA 98118 RE: Permit No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/7/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/7/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, R'achelle 1 y Permit Technician File No DI1-061 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Jennifer Marshall From: Jerry Hight Sent: Friday, October 03, 2014 12:26 PM To: Jack Pace; Nora Gierloff; Brenda Holt; Jennifer Marshall; Bill Rambo; Robin Tischmak; David McPherson; Minnie Dhaliwal; Jaimie Reavis; DCD Building; 'Louie Sanft'; 'jcasey@curranfirm.com' Subject: City of Tukwila - Interuban office/warehouse building permits Bldg B,C,D,E - A & B Properties Attachments: 2012 IBC 105 5.pdf Our records indicate that Mr. Louie Sanft has received numerous permit application extensions since 2011. The last extension that his project received expired on June 30, 2014. Mr. Louie Sanft objected to the expiration of his four permits. I performed an extensive review of all aspects of the expiration in order to give Mr. Louie Sanft a just explanation of how and why his permits had expired. In doing so I found that he has been very active in trying to secure his project and get it ready to start construction of the four buildings. The City may have provide Mr. Louie Sanft with pause at times with acquiring his water connection which we would not issue the permits without and planning approving his revised plans in June. IBC section 105.3.2 (attached) states 'unless such application has been pursued in good faith...." In fairness it appears that Mr. Sanft has pursued his project in good faith and complies with this code section. I advised Mr. Sanft that he can pick up his permits today and he has stated that he will do so this afternoon. See me with any questions Jerry E Hight MCP Building Official 1 City of Tukwila 6300 Southcenter BLVD, Suite 100 I Tukwila, WA 98188 T: 206/431-3675 I F: 206/431-3665 Jerry.Hight@TukwilaWA.gov http://www.TukwilaWA.gov The City of opportunity, the community of choice. 1 • Jennifer Marshall From: Louie Sanft <louie.sanft@att.net> Sent: Friday, June 13, 2014 1:10 PM To: Jennifer Marshall Cc: Louie Sanft; Tom Jordan Subject: Re: Interurban Office Buildings A thru E Hi Jennifer, please proceed with changing the point of contact to ; Louie Sanft A & B Properties 6120 52nd Avenue South Seattle, WA. 98118 PH# 206-930-9324 louie.sanft@att.net Let me know if you have any questions. Thank you, Louie. On Friday, June 13, 2014 12:53 PM, Jennifer Marshall <Jennifer.Marshall(a�TukwilaWA.gov> wrote: Good afternoon Louie, This email is being sent as a follow up to our conversation at the counter about you becoming the main contact for the Interurban Office Buildings permits rather than Tom Jordan, with Fuller Sears Architects. If this is correct and you want this change to happen, please provide confirmation along with which address, telephone number, and email address you would like on record with permits D11- 060, D11-061, D11-242, D11-243, and D11-244. Thank you, Jennifer Marshall Permit Technician, City of Tukwila T: 206 431-3670, F: 206 431-3665 The City of opportunity, the community of choice. 1 May 2, 2014 • 1 City of Tukwila Department of Community Development TOM JORDAN 1411 FOURTH AVE #1306 SEATTLE, WA 98101 RE: Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AVE S Dear TOM JORDAN: Jim Haggerton, Mayor Jack Pace, Director Permit application D11-061 for the work proposed at INTERURBAN OFFICE BUILDING B (14590 INTERURBAN AVE S) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application is due to expire 06/30/2014. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) Submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, :er Marshall t Technician File No: D11-061 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 29, 2013 Louie Sanft A & B Properties 6120 52 Ave S Seattle, WA 98118 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #10 (Bldgs A & B) Request for Application Extensions #7 (Bldgs C, D, & E) Dear Mr. Sanft, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Interim Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates through June 30, 2014. Please note that this is the final extension to be granted on the application. Per the Interim Building Official any applications which have not been issued by this date will be expired and new applications, plans, reviews (under current adopted codes), and fees will be required. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Mars all echn' ian File: Permit No. D11-060, D11-061, DI 1-242, D11-243, & DI1-244 W:\Permit Cente,\Extension LettersWpplications\2011\D11-060Application Extension #10.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • Bill Rambo From: Louie Sanft <louie.sanft@att.net> Sent: Monday, December 23, 2013 2:11 PM To: Bill Rambo Cc: Louie Sanft Subject: Tukwila Building Permit Extention Request TO : City of Tukwila - Dept of Community Development 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 Attn : Bill Rambo RE : Interurban Office/Warehouse Buildings A - E Building A - Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D 11-244 NOTE : Dear Bill Rambo - Permit Technician, DATE : December 23, 2013 We received your letters from the City of Tukwila Department of Community Development informing us that the above permits will expire on December 30, 2013. Due to the weather conditions and waiting for a final proposal from PSE regarding the underground power line, we are now planning for construction of the buildings to begin at the beginning of May 2014. As you may be aware, the pre -load of the site has been completed as well as the underground storm water along Interurban Avenue. JR Abbott Construction will be our general contractor for this project. We are requesting an extention of the above permits. It would be appreciated if you could assist in extending the above permits an additional 180 days. Let me know if you have any questions. Thank you, Louie Sanft A & B Properties 6120 52nd Avenue South Seattle, WA. 98118 DirPH# 206-930-9324 206-930-9324 louie.sanft@att.net IDee 2 3 2013 src—eao .Ty 70/-20/if , A.--7 ,vn ,TS eki07 Sii.T 1 TP -4-1— T Yo`c---- F�,p P k 2 , (q2,7 J jA) LL- • • Bill Rambo From: Louie Sanft <louie.sanft@att.net> Sent: Monday, December 23, 2013 2:11 PM To: Bill Rambo Cc: Louie Sanft Subject: Tukwila Building Permit Extention Request TO : City of Tukwila - Dept of Community Development 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 Attn : Bill Rambo RE : Interurban Office/Warehouse Buildings A - E Building A - Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11 -244 NOTE : Dear Bill Rambo - Permit Technician, DATE : December 23, 2013 We received your letters from the City of Tukwila Department of Community Development informing us that the above permits will expire on December 30, 2013. Due to the weather conditions and waiting for a final proposal from PSE regarding the underground power line, we are now planning for construction of the buildings to begin at the beginning of May 2014. As you may be aware, the pre -load of the site has been completed as well as the underground storm water along Interurban Avenue. JR Abbott Construction will be our general contractor for this project. We are requesting an extention of the above permits. It would be appreciated if you could assist in extending the above permits an additional 180 days. Let me know if you have any questions. Thank you, Louie Sanft A & B Properties 6120 52nd Avenue South Seattle, WA. 98118 DirPH# 206-930-9324 206-930-9324 louie.sanft@att.net 1 g: P @ Sri ,5; ,^zn IDEC 2 3 2013 11-01-2013 r City of Tukwila Haggerlon, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE, WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/30/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, %411 Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 �YJiLg11,4 • City of Tukwila September 30, 2013 Louie Sanft A & B Properties 6120 52 Ave S Seattle, WA 98118 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #9 (Bldgs A & B) Request for Application Extensions #6 (Bldgs C, D, & E) Dear Mr. Sanft, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 30, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, fer ar all T chni ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:\Permit Center\Extension Letters\4pplications\2011\D11-244 Application Extension #6.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • A &B Properties Commercial—Industrial—Office—Warehouse 6120 52nd Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Bob Benedicto — Operations RE : Interurban Office/Warehouse Buildings A-E. Building A — Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Dear Mr. Benedicto, DATE : September 24, 2013 We received a letter from the Tukwila Building Department informing us that the permit applications above will expire on 10/1/13. This letter is to formally request an extension of the permit applications. We have been waiting for a proposal from Puget Sound Energy for installing the underground power at the site. PSE has been working on this for almost eight months. We are anxiously awaiting receipt of their proposal because we cannot begin construction of the buildings until the power, phone and cable lines go underground. In addition, Century Link and Comcast's proposals are based on coordinating with PSE so they are also on hold till we receive the proposal from PSE. In addition, we are in the midst of completing a boundary line adjustment on the north side of the property due to a misunderstanding in regards of the binding site plan for this project. We are hoping the BLA will be completed soon. Otherwise, we have decided to move forward with JR Abbott Construction of Seattle to construct this project and we are moving forward with financing from Umpqua Bank. As a result of the PSE delay, we are requesting an extension of the permits for our Interurban Office/Warehouse project, buildings A — E. We would appreciate if you could assist us in extending the above permits an additional 180 days. Let me know if you have any questions. Sincerely, !(Cid (.4--- • 1,61,tie„si-voc-c. ` ' ` Louie Sanft /0C4CV A & 13 Properties. qA6/m(-3 09-03-2013 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jcick Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 10/01/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 3, 2013 Louie Sanft A & B Properties 612052Ave S Seattle, WA 98118 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #8 (Bldgs A & B) Request for Application Extensions #5 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D 11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 120 days, through October 1, 2013, as requested. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, rshall ician File: Permit No. DI 1-060, DI1-061, DI 1-242, DI 1-243, & D11-244 W:IPermit CenterlExtension LetterslApplications12011\D11-060Application Extension #8.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 A &B Pro Derties Commercial—Industrial—Office—Warehouse 6120 52nd Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Bob Benedicto — Operations RE : Interurban Office/Warehouse Buildings A-E. Building A — Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Dear Mr. Benedicto, DATE : May 24, 2013 We received a letter from the Tukwila Building Department informing us that the permit applications above will expire on 6/3/13. This letter is to formally request an extension to the permit applications. We have currently received two bids for this project and plan on awarding the contract in the next two weeks. Also, we are trying the finalize the financial agreement with our bank on this project and hope to have confirmation in the next couple weeks. In addition, we have paid Puget Sound Energy an engineering fee to complete their plans for placing the existing and future utilities underground, which may take another month. Finally, we just got done with the City of Tukwila negotiating an easement on part of this project. As a result of the above items, we are requesting an extension of the permits for our Interurban Office/Warehouse project, buildings A — E. An addition 120 days should be sufficient to award the contract for construction, complete our financing plan, come to contract with PSE on placing the utilities underground, and paying and initiating the permits with the City of Tukwila. Let me know if you have any questions. 4.&z4;tr-11/4 afitheetta;74s /-4,6 /1 , izo Lrr'D telt i:' Louie Sanft A & B Properties. Sincerely, W5o/20/3 tktQ' R10111 4-A lo \ot t( tt\ A 05-01-2013 City of Tukwila • • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director = TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/03/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or your request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, 44QQ fer Marshall t Technician File: Permit File No. D I 1-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 February 21, 2013 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #7 (Bldgs A & B) Request for Application Extensions #4 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through June 3, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, (. J Je fer Marshall \Pe t Technician File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W.-IPermit CenterlExtension LetterslApplications120111D11-060 Application Extension #7.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 February 13, 2013 We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 3-3-2013. This is to formally request an extension to the permit applications. As discussed in the group meeting held on 6/29/2012, the construction of all five buildings (A — E) will be delayed until the balance of the underground utility work has been completed. The owner is currently working with Puget Sound Energy to design and relocate the existing overhead power lines underground. The project is in currently the bidding phase for all five buildings in order to select a general contractor. Due to seasonal construction issues and current site work, it is the desire of the owner to have all five permits issued b Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects O.K. q0 dZ/Z�Zo/3 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED CITY OF TUKWIL A FE 1.3211 PERMIT CENTER RSP 02-01-2013 City of Ti kivlla Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 03/03/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, MJ -J) Bill Rambo Permit Technician File: Permit File No. DI 1-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 November 21, 2012 • City Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #6 (Bldgs A & B) Request for Application Extensions #3 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through March 3, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, VIA 0 Cr5( Ma shall t rf c ician File: Permit No. DI 1-060, DI 1-061, DI 1-242, D11-243, & DI 1-244 WAPermit CenterlExtension LetterslApplicationsl2011ID11-060 Application Extension #6.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 November 20, 2012 RECEIVED CITY OF T j� NOV 202012 PERMIT CENTER We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 12-03-2012. This is to formally request an extension to the permit applications. As discussed in the group meeting held on 6/29/2012, the construction of all five buildings (A — E) will be delayed until the dirt from the pre Toad process is removed. The pre -load process has been completed. However, due to seasonal construction issues, it is the desire of the owner to have all five permits issued in late spring when the balance of the underground utility work has been completed. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects /I Zp/2o/Z FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 bee 17_1°,2,I1ti- e)�6;- Ol t oil I17 11-01-2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/03/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 22, 2012 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #5 (Bldgs A & B) Request for Application Extensions #2 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D 11-242, D11-243, and D11-244. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 3, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, fer ars all it Te ian File: Permit No. D11-060, D11-061, D11-242, DI 1-243, & D11-244 W:\Permit Center\Extension Letters\Applications\2011\D11-060 Application Extension #5.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER -SEARS • ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # 011-061 Building C - Permit # 011-242 Building D - Permit # 011-243 Building E - Permit # 011-244 August 20, 2012 We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 09-03-2012. This is to formally request an extension to the permit applications. As discussed in the group meeting held on 6/29/2012, the construction of all five buildings (A — E) will be delayed until the pre load process is complete. The pre -load process has begun and will continue until the soils meet the requirements outlined in the geotechnical report (approximately three months). It is the desire of the owner to have all five permits issued at the conclusion of the pre load process. In addition to the applications list above, we received a similar letter for permit PW11-093, stating that it will expire on 09/19/2012. This permit needs to be extended for the same reasons as stated above. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects iztei qd (4) gfrA02' FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 P 6104 �r All I. 01I04 08-01-2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 09/03/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or your request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. AAP\44 File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 3, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Louie Sanft 6120 — 52nd Avenue S Seattle, WA 98118 RE: Interurban Project Dear Mr. Sanft: This letter is a follow up to our meeting held on June 29, 2012 regarding the project status for your office/warehouse project on Interurban Avenue S. You had indicated that you will have a contractor on board within the next week or two and at that time you will want to pull the permit for the preload and associated storm utility work. You will need to schedule a pre -construction meeting with your contractor and city staff at the time this permit issued. You can coordinate that meeting with the Public Works department. The current status of the permits for buildings 'A', `B', 'C', 'D' and `E' are in "approved" status with an application expiration date of September 3, 2012. Once the preload has met the geotechnical report requirements, the permit can be issued for building 'A' (D11-060). This permit is not only for the construction of the warehouse building, but includes all of the site improvements. This permit will also require a pre -construction meeting with your contractor and city staff. Please coordinate this meeting with the city's building inspector at the time of permit issuance. Please see that attached explanation of land use permits and expiration dates. If you have any questions relating to the land use permits, please contact Jaimie Reavis at 206-431-3659 or by email at Jaimie.Reavis@tukwialwa.gov. Should you have any questions relating to the building permits, you can either contact me at 206-431-3672 or by email at Brenda.holt@tukwilawa.gov or Bob Benedicto at 206-431-3675 or my email at Bob.benedicto@tukwilawa.gov. Brenda Holt Permit Coordinator xc: Tom Jordan, Fuller Sears Architects Jaimie Reavis, Assistant Planner Bob Benedicto, Building Offiical 1)11-0(e bh 07/05/2012 H:\Documents\Letters\Interurban Project-Sanft.docxH:\Documents\Letters\interurban Project-Sanft.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax: 206-431-3665 Interurban Warehouses & Offices — Land Use Permits and Expiration Dates • L 10-063 (Shoreline Permit) The date of receipt/effective date for this permit is December 6, 2010. Construction activities shall be commenced within two years of the effective date of this substantial development permit. The City of Tukwila may authorize a single extension for a period not to exceed one year based on reasonable factors, if a request for extension has been filed before the expiration date and notice of the proposed extension is given to parties of record on the substantial development permit and to the Department of Ecology. Authorization to conduct construction activities shall terminate five years after the effective date of a substantial development permit. However, the City of Tukwila may authorize a single extension for a period not to exceed one year based on reasonable factors, if a request for extension has been filed before the expiration date and notice of the proposed extension is given to parties of record on the substantial development permit and to the Department of Ecology. • L10-064 (Variance) / L10-065 (Design Review) Permit approval was issued on November 19, 2010. Construction permitting for design review approved plans must begin within three years from the notice of decision or the approval decision becomes null and void (TMC 18.60.070 (D). Building permits for this project must be picked up from the Permits Center and work must be started by November 19, 2013. • L11-034 (Binding Site Improvement Plan) This application has been received, but is on hold per Louie Sanft's request. Review of the BSIP will be completed and preliminary approval issued once construction of project infrastructure is started (expected in Spring of 2013). The BSIP shall be recorded prior to final approval of any buildings on the site. The BSIP will expire one year after the date of preliminary approval. The applicant may request up to one, one- year extension of the BSIP. • E10-016 (SEPA/Environmental Review) A Determination of Non Significance (DNS) was issued on November 2, 2010. There is no expiration date; however, the SEPA review only applies to the scope of work of the Interurban Warehouses & Offices project. Initials Page 2 of 2 07/05/2012 H:\Documents\Letters\Interurban Project-Sanft.docx May 14, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #4 Application Numbers D11-060 and D11-061 Interurban Office Buildings A and B Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-060 and D11-061. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through September 3, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, File: Permit No. D11-060 & DI 1-061 W \Permit Center\Extension Letters\Applications\2011\D11-060 Application Extension #4.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 FULLER SEARS • ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A & B Building A - Permit # D11-060 Building B - Permit # D11-061 We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 6-04-2012. This is to formally request an extension to the permit applications since they are still in the city for review. Specifically, we've been waiting for the Washington State Department of Archeology to approve the site survey that was completed a couple months ago. We believe the survey has been reviewed and approved and the project is going through the final stages of coordination with Tukwila. There may be further delays due to the need to pre Toad the site prior to construction. There are three additional buildings on the site (bldg C -Permit # D11-242, bldg D -Permit # D11-243, bldg E - Permit # D11-244) that are under permit review and have been delayed due to similar issues. All five buildings A - E will be delayed for approximately another three months due to the pre load process. It is the desire of the owner to have all five permits issued at the conclusion of the pre load process. Louie Sanft, the owner, will contact you to discuss the project's time frame and remaining construction issues. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects U,Kslicv je,t4190 6/11/eae, FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED MAY 08 2012 PERMIT CENTER 05-01-2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/04/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, c 1L Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 FULIER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Interurban Office Buildings A- E Building A Permit # D11-060 Building B Permit # D11-061 Building C Permit # D11-242 Building D Permit # D11-243 Building E Permit # D11-244 February 28, 2012 Building Division Review: Buildings A, C & D drawings have been modified in response to the 2/9/2012 Tukwila's building division comment letters. In addition to the comments, there are changes to buildings B and E drawings. Building B and E changes reflect the same issues and modifications as buildings A, C & D. #1 The site plan (see sheets A1.0 for each building) has been revised to add a landscape area between the trash enclosure and building C. #2 Detail #11 sheet A9.1 has been revised. Sheet metal has been removed and the CMU block offset has been reduced to 1/2". Additional sheets have been provided for buildings B - E to reflect the same changes to the CMU offset detail. See sheets A 9.1 for each building. Fire Prevention Bureau Review: #1 See revised Civil drawings for the PIV connection locations (sheets C3.3, C4.1, C5.1). The new location next to the trash enclosure behind building C was worked out between the civil engineer and the fire reviewer. #2 A 4" fire supply line has been changed to a 6" line. Planning Division Review: #1 An archeological survey has been completed. Two copies are submitted for review. Additional sheets have been provided for buildings C and D that reflect corrections to the metal siding color notes. These colors now match the elevations that were approved as part of the design review process. See sheets A 4.1 and A 4.2. For clarity, all elevation sheets have been revised and need to replace all the current sheets in buildings A-E permit sets. Thank you, Tom Jordan Fuller Sears Architects CORRECTION LTR# FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED MAR 05 2012 PERMITCENTER • City of Tukwila Jim Haggerton, Mayor Department of Community Development February 29, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Av, Suite 1306 Seattle, WA 98101 RE: Correction Letter #3 Development Permit Application Number D11-061 Interurban Office Building B —14590 Interurban Av S Jack Pace, Director Dear Mr. Jordan, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Planning Department: Allen Johannessen, at 206 433-7163 if you have any questions regarding the attached comments. Jaimie Reavis at 206-431-3659 if you have any questions regarding the attached comments. 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. Bill Rambo Permit Technician encl File No. D11-061 W:\Pennit Center\Correction Letters\2011\D11-061 Correction Letter #3.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Building Division Review Memo Date: February 29, 2012 Project Name: Interurban Office Building B Permit #: D11-061 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Sheet A9.1 detail #11, please provide a revised detail showing the metal flashing removed from the mortar joint. Should there be questions concerning the above requirements, contact the Building Division at 206- 431-3670. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: February 9, 2012 APPLICANT: Tom Jordan, Fuller Sears Architects RE: DI 1-061, Interurban Office Building B ADDRESS: 14590 Interurban Ave S (parcel #3365901605) Please review the following comments listed below and submit your revisions accordingly. 1) An archaeological survey of the site shall be prepared for this project, submitted to the City of Tukwila, and reviewed by the State Department of Archaeology and Historic Preservation (DAI-IP) prior to issuance of any building permits, unless evidence can be provided to demonstrate that excavation and all other work for the project will not disturb native soils or any potential archaeological resources on the site. The DAFIP has flagged this site as having high probability for archaeological resources, and considers placing fill on top of an archaeological site to be an alteration of the site, which typically requires a permit under RCW 27.53. The applicant shall follow all local, state, and federal regulations related to archaeological resources. This was a condition of approval of the Shoreline Substantial Development Permit issued on November 17, 2010. The applicant has not yet addressed this condition. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206-431-3659. • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 27, 2012 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #3 Application Numbers D11-060 and D11-061 Interurban Office Buildings A and B Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-060 and D11-061. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through June 4, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, File: Permit No. D11-060 & D11-061 W:\Permit Center\Extension Letters\Applications\2011\D11-060 Application Extension #3.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER SEARS � ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Building B Permit # D11-061 February 13, 2012 We received a letter from the Tukwila Building Department informing us that this project's permit application will expire on 3-5-2012. This is to formally request an extension to the permit application since it is still in the city for review. We are waiting on the second round of planning comments from the planning reviewer. All other reviews have been completed. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects 611,4,-/ en, z FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED FEB 16 2012 PERMIT CENTER • City of Tukwila Jimh Department of Community Development Jai TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has n issued by the City of Tukwila Permit Center. Per the International Building Code, International Mech Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 1 from the date of application shall expire and become null and void. Your permit application will expi 03/05/2012. If you still plan to pursue your project, a written request for extension of your application must be sub Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Official and state your reason(s) for the need to extend your permit application. If it is determined the extension is granted, your application will be extended for an addtional 90 days from the expiration szb will be notified by mail. In the event that we do not receive your written request for extension or your request was denied, you: application will expire, become null and void and your project will require a new permit application, i specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Jenn Pe File: fer Marshall it Technician Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • A n Department of Community Development Jack Pace, Director • City of Tukwila Jim Haggerton, Mayor December 14, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #2 Application Numbers D11-060 and D11-061 Interurban Office Buildings A and B Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-060 and D11-061. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through March 5, 201t. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, File: Permit No. D11-060 & D11-061 W:\Permit Center\Extension Letters\Applications\2011\D11-061 Application Extension #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Building B Permit # D11-061 We received a letter from the Tukwila Building Department informing us that this project's permit application will expire on 12-05-2011. This is to formally request an extension to the permit application since it is still in the city for review. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects c), l/. A l® anz/go# t>eitocs S4-6/4 -k? 010C112_ FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED NOV 212011 PERMITCENTER 11-01-2011 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 INTERURBAN OFFICE BUILDING B 14590 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/05/2011. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 27, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Av, Suite 1306 Seattle, WA 98101 RE: Correction Letter #2 Development Permit Application Number D11-061 Interurban Office Building B —14590 Interurban Av S Dear Mr. Jordan, _ This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Departments have no comments. Building Department: Planning Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Jaimie Reavis at 206-431-3659if you have any questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File No. D11-061 W:\Pemtit Center\Correction Letters \2011011-061 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo #2 Date: August 19, 2011 Project Name: Interurban Office Building B Permit #: D11-061 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The site plan, A1.0 does not show one of the accessible parking stalls as a van stall. Please change one of them to a van stall and as discussed, please relocate the south stall closer to building B. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. DATE: PROJECT: PERMIT NUMBER: PLANNER: PLANNING DIVISION CORRECTIONS October 12, 2011 Interurban Office Buildings B D11-061 Jaimie Reavis at 206 431-3659 Please review the following comments listed below and submit your revisions accordingly. 1. Prior to issuance of the building permit, the applicant shall either provide additional information to the City on the extent of proposed excavation in relation to the depth of native soils or conduct an archaeological survey. This information shall be shared with the State Department of Archaeology and Historic Preservation (DAHP) prior to any ground disturbance. If the project requires excavation into native soils, an archaeological survey shall be required. The survey shall include information according to guidance provided by the DAHP. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206-431-3659. • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 4, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions Application Numbers D11-060 and D11-061 Interurban Office Buildings A and B Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-060 and D11-061. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 5, 2011. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ifer Marshall t Technician File: Permit No. D11-060 & D11-061 W:\Pennit Center\Extension LettersWpplications\2011'D11-060 Application Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Building B Permit # D11-061 • We received a letter from the Tukwila Building Department informing us that this project's permit application will expire on 9-6-2011. This is to formally request an extension to the permit application since it is still in the city for review. We received the first comment letter on 5-17-11, approximately 67 days after the initial intake appointment. The process has been slowed as a result of the civil and site drawings were under a separate review. They were attached to Building A's application (Permit # D11-061). The site review thru Public Works took extra time. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects o,g, s4 og _ 01.20/1 apiticartho /?,4 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 CITYNE1KP11IA AUG Os 2011 PERMIT CENTER 08-01-2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 FOURTH AV #1306 SEATTLE WA 98101 RE: Permit Application No. D11-061 14440 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 03/10/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 09/06/2011. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, q)EX Bill Rambo Permit Technician File: Permit File No. D11-061 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Interurban Office Building B Permit # D11-061 • Building Division Review: Building B drawings have been modified to reflect some of the similar issues mentioned in building A's comment letter. For example exit lighting, general notes, building data, etc... #1 The revised site plan A1.0 (see binding site plan included in Building A permit set) shows that the property line is not within 5' of building. Fire Prevention Bureau Review: #1 See revised Civil drawings for the FDC & PIV connection locations. Planning Division Review: #1 See the ground disturbance note added to sheet A1.0. #2 A binding site plan has been added to the set of drawings. Structural Review: Geotechnical: #1 Geotech to provide special inspections. #2 Geotech to clarify. Architectural: #1 b Stairs are part of the set, not to be a differed submittal. #2 Detail 2/A2.3 revised #3, #4 The scupper detail is a typical detail for all wall conditions to show drainage thru a parapet wall. The scupper is designed so that if the downspout is clogged, water will flow thru the opening in the scupper (as a secondary drain). Detail 6/A2.3 modified for clarity. Structural: See structural response letter to structural review comments Public Works: See Civil drawings for all public works comments. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects CORRECTION QTR# FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6 80 to II Vow 0 I RECEIVED JUL 212011 PERMJTCENTER A Consulting Structural and Civil Engineering Corporacion ! • COUGHLINPORTERLUNDEEN July 14, 2011 Bill Rambo City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Interurban Office Buildings A&B Civil Responses to Plan Review Comments, Project #D11-060 & D11-061 Dear Bill: The following are our responses to the comments pertaining to Fire Prevention Review and Public Works Review included in the City of Tukwila Correction letter #1, dated May 13, 2011. For your convenience, the responses below have been numbered to correspond to the correction number given in the notice referenced above: <Fire Prevention Bureau Review Memo> 1. The fire hydrants have been moved to provide adequate coverage to the back of building A. 2. All building FDC's are now shown on sheets C5.0 and C5.1. The fire service lines will enter into the plumbing room of each building directly and the double check valve will be located inside the building. No PIV's will be located on the fire line because the double check assembly will be located inside the buildings. <City if Tukwila Public Works Department Review Comments> 1. An application for a flood control zone permit will be submitted 2. (a)Once the easement paper work is final the document will be signed. (b) The draft FIRM maps are not adopted by FEMA at this time; therefore the approved 1995 FIRM map will continue to be used. (c) The 100 -yr flood elevation is shown on C4.1 of the grading and paving plan. (d) Per the meeting with Ryan Larson on June 16, 2011, it was demonstrated in our original report done in 2001 that filling in the ditch will not affect the river or neighboring properties. (e) All structures next to the flood plane will be at least 1 -foot above the 100 -yr storm. 3. A construction sequence is located on sheet C3.0 4. The double check assembly will be located inside the buildings. FDC's are now shown on the plan and are located near a fire hydrant. 5. The RPPA's for the domestic services are now shown on the plans. Sizes and specifics on the hot box and assembly are shown on C5.0 and C5.1. 6. The landscape meter is now shown on sheet C5.1 near the center of the site. This point of connection was coordinated with the landscape irrigation connection point. 7. The cut/fill quantities shown in permit D11-060 and D11-061 are for the entire site and including the soil required for pre -loading. 8. The public works permit fee estimate sheet has been corrected. 9. Interurban Avenue will be open cut and a mitigation and transportation fee will be paid. 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 • 2 • 7/14/2011 Interurban Office Bldg. A&B 10. The public works permit fee estimate sheet has been corrected. The estimate sheet shows the total work for all buildings on the site. 11. The public works permit fee estimate sheet has been corrected. 12. An estimate sheet for the public works construction activities has been attached to this response letter. 13. A sewer use certificate for buildings A and B have been attached to these Reponses. 14. The impact fee is noted and will be paid We trust that these responses adequately address the issues identified in the correction notice. We have enclosed supplemental calculations and revised drawings for review and approval. Please contact us if you have any questions or desire further clarification. Sincerely, Coughlin Porter Lundeen, Inc. Sean Robertson, PE • • e COUGHLINPORTERLUNDEEN 0 0 u June 7, 2011 0 Ta Tom Jordan Fuller Sears Architects 14114th Ave #1306 Seattle, WA 98101 v RE: Building Permit Plan Review - First Submittal Interurban Office, Building B (D11-061) Dear Tom: The following are our responses to the comments pertaining to structural items included in the City of Tukwila Correction Notice compiled by Philip Brazil, dated April 1, 2011. For your convenience, the responses below have been numbered to correspond to the correction number given in the notice referenced above: General 3. See revised general structural note 2/S1.1. 4. The reference was crossed out; see revised note 2/S1.1. 5. The architectural detail will be revised so the leg is upward. This detail is possible with the roof scuppers per architectural response. 6. Note 7 on S2.2 has been revised to reference 3/S5.1. 7. See revised note 46 on S1.3. 8. See S2.1 for revised legend. 9. See revised note 1 on S3.7. Vertical 10. See architectural response. Lateral 11. See new calculation sheet 51 for the building base shears. The shears referenced on pages 42 to 43 were used to apply the seismic load on the roof diaphragm. Per ASCE 712.2.3.2 the least R was used for design of diaphragms. The load on the diaphragm does not need to include the wall weight in the parallel direction. This seismic load was applied on the parallel wall in question which means that the seismic weight of the parallel walls is not transferred through the diaphragm. 12. The lateral -force resisting vertical elements at the mezzanine floor are a combination of a cold - formed steel -framed shear wall with wood structural panel sheathing in the north/south direction with the assumption of rotation by the floor diaphragm, a steel W14x22 seismic collector in the east/west direction south of the north edge with a cantilevered floor diaphragm on the north and a special reinforced masonry shear wall in the east/west direction at the south edge (see new calculation sheet S2). 13. See added detail 1/S6.1 and section cuts on plan. 14. See new calculation sheets S3 -S7 for additional panel connection calculations. See revised details 19/S3.2, 20/S3.2, 20/S3.4, 15/S3.4, 14/S3.4, 13/S3.4, and new detail 12/S3.4. 15. See new calculation sheets S3 -S7 for additional panel connection calculations. See revised details 19/S3.2, 20/S3.2, 20/S3.4, 15/S3.4, 14/S3.4, 13/S3.4, and new detail 12/S3.4. 16. Verified (see additional calculation pages S8 -S9). 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 • 111 Interurban Office: Building B 2 6/7/2011 17. See revised 5/S3.4. We trust that these responses adequately address the issues identified in the correction notice. We have enclosed supplemental calculations and revised drawings for review and approval. Please contact us if you have any questions or desire further clarification. Sincerely, Coughlin Porter Lundeen, Inc. Eric T. Lentz Structural Engineer May 13, 2011 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Av, Suite 1306 Seattle, WA 98101 RE: Correction Letter #1 Development Permit Application Number D11-061 Interurban Office Building B — 146XX interurban Av S Dear Mr. Jordan, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Fire, Planning and Public Works Departments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Fire Department: Al Metzler at 206-575-4407 if you have any questions regarding the attached comments. Planning Department: Jaimie Reavis at 206-431-3659if you have any questions regarding the attached comments. Public Works Department: Dave McPherson at 206 431-2448 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File No. D11-061 W:\Pennit Center\Correction Letters \2011\D1 1-061 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: May 2, 2011 Project Name: Interurban Office Building B Permit #: D11-061 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The east proposed property line appears to be less than 5 ft. from the building. The east exterior wall of this building will need to be a 2 hour fire rated wall for F-1 and S-1 occupancies and 1 hour for B, F-2 or S-2 per table 602 of the IBC. Door openings would need to be 90 min. or 45 min. Parapets will need to meet the provisions of section 705.11 IBC. Please revise plans as necessary or move lot line farther away eliminating a need for a firewall. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. • • Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: March 21, 2011 Project Name: Interurban Office Building B Address: 146XXX Interurban Ave S Permit #: D11-061 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. 1. Show on the site plan the exact location and orientation of the Fire Department Connection (FDC) and Post Indicator Valve (PIV). Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 575-4407. No further comments at this time. • • PLANNING DIVISION COMMENTS DATE: May 3, 2011 APPLICANT: Tom Jordan, Fuller Sears Architects RE: D11-061, Interurban Office Building B ADDRESS: 146XXX Interurban Ave S (parcel #3365901605) Please review the following comments listed below and submit your revisions accordingly. 1) Per the condition of Shoreline Substantial Development Permit approval, additional information shall be provided to the City on the extent of proposed excavation in relation to the depth of native soils. This information will need to be provided to the City of Tukwila, and reviewed by both the City of Tukwila and the State Department of Archaeology prior to any ground disturbance and prior to issuance of the building permit. If the project requires excavation into native soils, an archaeological survey shall be required. The survey shall include information according to guidance provided by the DAHP. The applicant shall follow all local, state, and federal regulations in the event that archaeological or paleontological resources are encountered. 2) A Binding Site Improvement Plan (BSIP) application shall be submitted to the City of Tukwila prior to building permit issuance. The new location of property lines has an affect on the type of construction required for the walls of Building B. The Department of Community Development recommends that the new north -south property line that is proposed to separate "Building A" from the remainder of the development along the street frontage of Interurban Ave S should be located on the eastern edge of the utilities easement that runs through the middle of the project site. See related comments from Dave Larson. 3) Note that the design of this project was approved by the Board of Architectural through a Design Review application. Any proposed changes to the site or building design must receive approval through a request for a modification to the approved design review, submitted to the Department of Community Development Director. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206-431-3659. CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE:May 13, 2011 PROJECT: Interurban Office Building 'B' 146xx Interurban Ave. South First Review Comments PERMIT NO: D11-061 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. dmcpherson@ci.tukwila.wa.us 1. Apply for a Food Control Zone Permit (FCZP) — see Bulletin A7 on City of Tukwila web- site. 2. Ryan Larson, P.E., Senior Surface Water Engineer (206) 431-2456 comments — (a) Dedicate levee/dike/riverbank access easement — see sample easement enclosed. Public Works will prepare easement for signature. (b) Use the draft FIRM as the best available information concerning the limits of flooding and anticipated 100 -year flood depths. (c) Include the 100 -year flood elevation on site plans. (d) If the ditch is to be filled then demonstrate the reduced flood storage will not impact properties along Interurban. (e) Ensure that all structures and equipment are raised to at least 1 -foot above the 100 year flood elevation. 3. Work under permit D11-060 for Building 'A' shall be completed prior to starting construction of Building `B', including pre -loading, grading, and utilities. 4. Show & label (DCDVA) on a Civil plan sheet C5.1, for fire line. Provide (size, brand, etc. with specifications). Detector Check Double Valve Assembly (DCDVA) is required to be designed and stamped, by a State of Washington Licensed Engineer. Verify if the (DCDVA) is to be constructed outside of the Building 'B', within a Vault (or) to be installed inside Building `B'. Fire Department Connection (FDC) to be located near Fire Hydrant per Public Works and Fire Department requirements. Show & label (FDC) and Post Indicator Valve (P.I.V.) on plan sheet C5.1. 5. Show & label (RPPA) on Civil plan sheet C5.1 for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Locate water meter & backflow device near new 8" water main. See sample plan sheet — enclosed. Show & label (RPPA) on plan sheets A1.1 & C-12, for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). a • 6. Show & label water meter only (or) deduct water meter (if applicable), including size; on Civil plan sheet and Irrigation plan sheet. Water meter only would be charged a Cascade Water Alliance fee. See Public Works Bulletin A2 — enclosed. 7. Provide cut/fill quantities under this Building permit no. D11-061 (Building `B'). Unless quantity was included under Building 'A' permit no. D11-061). 8. Provide Civil plan sheets C3.1 (Drainage Plan), C4.1 (Grading and Paving Plan), C5.1 (Utility Plan), C5.2 (Utility Details); to be part of plan set submittal for Building `B'. 9. Show & label fire department connection (FDC) & post indicator valve (PIV) on a civil plan sheet. 10. Provide a Public Works permit fee estimate sheet — Bulletin A2 — enclosed for this Building permit no. D11-061 (Building `B'). Including but not limited to RPPA w/hot box, Domestic water meter, sanitary sewer, DCDVA fire backflow, TESC, and storm drainage. Water Meter charge should be based on 1" domestic meter which is $1,125 installation plus $15,012.50 for Cascade Water Alliance charge. Total domestic water charge is $16,137.50 for this permit. 11. Owner/Applicant shall complete and provide a non-residential sewer use certificate for Building `B'. See NRSU Certificate - enclosed. 12. A Transportation Impact Fee applies to Building `B'. See Public Works Bulletin A3 — enclosed. Fee based on 5,313 sf/GFA of Warehousing in Zone 2 is 5,313 sf x $0.90 per sf = $4,781.70 due at Building Permit issuance. Owner/Applicant may provide a trip generation study/evaluation that shows the new PM peak hour trips associated with Building `B' for evaluation by the City Engineer. Miscellaneous Comments 1. Work within the Public right-of-way requires (1) bond (2) insurance (3) hold harmless agreement. Reid iddleton June 4, 2015 File No. 262011.005/00220a Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Interurban Office, Building B (D11-061) — Deferred Joist and Girder Submittals Dear Mr. Hight: We reviewed the proposed deferred submittal for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. CIVIL. ENGINEERING STRUCTURAL ENGINEERING PLANNING SURVEYING Enclosed are two sets of: the joist and girder placement drawings, as well as the joists and girder calculations, for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer Enclosures cc: Tom Jordan, Fuller Sears (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) is\\26\planreview\tukwila\ 11 \t002r20a. doc\adf RECEIVED Crry nr".trutnt JUN 0 5 2015 PERti91i (;k• EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Reid iddleton • February 27, 2015 File No. 262011.005/00220 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 • 4 11,OVAN ]kkCA^t ]-t RECLWED CITY OF TUKwiLa PERMIT CENTER Subject: Building Permit Plan Review — First Submittal Interurban Office, Building B (D11-061) — Deferred Joist and Girder Submittals Dear Mr. Hight: We reviewed the proposed deferred joist and joist girders for compliance with the structural provisions of the 2009 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 that the permit applicant have the submittals; structural engineers respond and resubmit two sets of the revised drawings and one copy of the supplemental calculations for additional review. Please note, the drawings should not be bound with the calculations packages. All information should be submitted directly to Reid Middleton, Inc. Please note, revised deferred submittal drawings and calculations should bear the Engineer -of -Record's stamp indicating the Engineer takes no exceptions or issues with the drawings. Please see the Sheet S1.1 of the permitted drawings and IBC Section 107.3.4.2. Open -Web Steel Joists and Girders 1. Per the permitted drawings, the deferred submittal drawings and calculations shall bear the design engineer's professional State of Washington stamp. Please revise and resubmit the joist and girder drawings and calculations with the designer's stamp, signature, and date of signature. 2. Submitted Sheet J2.1 includes multiple clouded comments. These comments should be resolved and then the resubmitted for review by the Engineer of Record (EOR) for the EOR's stamp, and submitted for review by the city of Tukwila. See the Sheet S1.1 of the permitted drawings and IBC Section EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com • • Mr. Hight, Building Official City of Tukwila February 27, 2015 File No. 262011.005/00220 Page 2 107.3.4.2. 3. The loading of the mechanical units to the joists does not appear to match the permitted drawings. Please revise drawings and supporting calculations that are consistent with the permitted drawings. See IBC Section 1604.2. 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. Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer cc: Tom Jordan, Fuller Sears (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) i:\\26\planreview\tukwila\11\t002r20.doc\adf Reid iddleton • • January 28, 2015 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D11-061 - Revision 2 Interurban Office Bldg B —14590 Interurban Av S Dear Mr. Swanson: Please review the enclosed set of drawings and documents for structural compliance with the 2009 International Building Code. These drawings are deferred submittals as referenced in your approval letter dated November 29, 2011. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: DI 1-061 - Rev 2 W:\Pennit Center\Structural Review\D11-061 Structural Review (Revision 2).doc Reid iddleton • • November 29, 2011 File No. 262011.005/00202 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 Interurban Office, Building B (D11-061) Dear Mr. Benedicto: CIVIL ENGINEERING STRUCTURAL ENGINEERIN PLANNING SURVEYING CITYECEIVED OF TU UEC 0'1 2011 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the State of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. 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. 2. Design drawings for the attachment of mechanical and electrical components to the structure, and support by the structure where applicable. Special inspections by the geotechnical engineer should be provided, as recommended in the geotechnical report by Geotech Consultants dated September 1, 2010. The following is a summary: 1. Site excavation and grading. 2. Preload and surcharge program at building area. 3. Monitoring of settlement of preload fill and surcharge fill. 4. Placement of structural fill and soil compaction at slab -on -grade floors. 5. Verification of soil -bearing capacity at building footings. 6. Installation of foundation and retaining wall subsurface drainage system. 7. Placement of foundation and retaining wall backfill. 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. WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 Phone: 425 741-3800 Fax. 425 741-3900 ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 Phone: 907 562-3439 Fax: 907 561-5319 • • Mr. Bob Benedicto, Building Official City of Tukwila November 29, 2011 File No. 262011.005/00202 Page 2 2. Reinforcement at concrete construction, including precast (tilt -up) reinforced concrete walls: periodic. 3. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: periodic. 4. Welding of concrete reinforcement (e.g., Sheet S3.4): periodic. 5. Installation of anchor bolts/rods in concrete (e.g., Sheets S3.3 and S6.1): continuous. 6. Installation of welded, headed stud and deformed bar anchors in concrete and masonry (e.g., Sheets S3.2, S5.1, S5.3, S5.4, and S5.7): continuous. 7. Installation of concrete and masonry expansion anchors (e.g., Sheet S5.1): in accordance with qualifying report of evaluation service (e.g., ICC -ES). 8. Installation of concrete and masonry adhesive and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 9. Masonry construction including mortar, reinforcement, and structural connections: periodic. 10. Grout placement at masonry construction: continuous. 11. Fabrication and erection of structural steel: periodic. 12. Welding of structural steel for single -pass fillet welds (maximum 5/16 inch): periodic. 13. Welding of structural steel other than single -pass fillet welds (maximum 5/16 inch, e.g., Details 19/S3.2 and 20/S3.2): continuous. 14. Welding of cold -formed steel roof decks (e.g., Detail 5/S5.1): periodic. 15. Installation of power -driven fasteners at cold -formed steel -framed shear walls (e.g., Sheet S6.1): periodic. 16. High-strength bolting of structural steel other than slip -critical: periodic. 17. High-strength bolting of structural steel, slip -critical, where applicable: continuous. 18. Erection of open -web steel joists and girders: periodic. 19. Fastening at cold -formed steel -framed lateral -force -resisting system, except floor diaphragms (e.g., Sheet S6.1): periodic. Structural tests by qualified special inspectors and other methods of verification should be conducted, or submitted where applicable. The following is a summary: 1. Testing of concrete for specified compressive strength, fc', air content, and slump. 2. Chemical tests to determine weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A 706 (e.g., Sheet S3.4). 3. Submittal of certificate of compliance for open -web steel joists and girders by steel joist manufacturer at completion of manufacture. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila November 29, 2011 File No. 262011.005/00202 Page 3 Enclosed are one set of the revised structural and architectural drawings, structural calculations, technical information report, and correspondence from the architect, geotechnical engineer and structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Rei. ,'ddleton, Inc. Phili. Brazil, P.E., S.E. Senior Engineer Enclosures cc: Tom Jordan, Fuller Sears (by e-mail) Marc McGinnis, Geotech Consultants (by e-mail) Eric Lentz, Coughlin Porter Lundeen (by e-mail) Brenda Holt, City of Tukwila (by e-mail) aj r\26\planrevw\tukwi la\ 11 \t002r2.doc\prb Reid iddleton Reid iddleton • • April 1, 2011 File No. 262011.005/00201 Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Interurban Office, Building B (D11-061) Dear Mr. Benedicto: CIVIL ENGINE€RING. STRUCTURAL ENGIN'EERIN PLANNING SURVEYING RECEIVED APR 0 4 201ii COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 2009 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 itemized letter form. We recommend the permit applicant have the architect, geotechnical engineer, and structural engineer respond and resubmit two sets of the revised architectural and 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 Geotech Consultants, dated September 1, 2010. See IBC Sections 1704.7 and 1803. The following is a summary: a. Site excavation and grading. b. Preload and surcharge program at building area. c. Monitoring of settlement of preload fill and surcharge fill. d. Placement of structural fill and soil compaction at the slab -on -grade floors. e. Verification of soil -bearing capacity at the building footings. f. Installation of foundation and retaining wall subsurface drainage system. g. Placement of foundation and retaining wall backfill. 728 134th Street SW Suite 200 Everett, WA 98204 Phone: 425 741-3800 2. The geotechnical investigation should include a determination of whether Fax: 425 741-3900 expansive soil is present. It should also include evaluations of whether slope instability, liquefaction, or surface displacement due to faulting or lateral 4300 B Street Suite 302 Anchorage, AK 99503 Phone: 907 562-3439 Fax: 907 561-5319 • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 2 spreading are potential hazards resulting from earthquake motions. We are unable to locate this information in the geotechnical report. A letter should be submitted making these recommendations. See IBC Sections 1803.5.3 and 1803.5.11 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 of additional permits. See IBC Section 107.3.4.2. The following is a summary: a. Design drawings for open -web steel joists and girders. b. Design drawings for prefabricated stair systems (i.e., steel stairways). c. Design drawings for the attachment of mechanical and electrical components to the structure, and support by the structure where applicable; see also IBC Section 1613.1 and Section 13.2 of ASCE 7-05. 2. At Detail 2/A2.3, the vertical leg of the steel angle supporting the steel roof deck is downward, but on Sheets S5.1, S5.3 and S5.4, the vertical leg of the steel angle supporting the steel roof deck is typically upward. The drawings should be revised. See also the general structural comments below. 3. The height of the opening in the exterior concrete walls for the roof scuppers is not clear. Detail 3/A2.3 specifies the width but not the height. Detail 6/A2.3 specifies a height, but it does not apply to a concrete wall, and neither detail is referenced on the roof plan. The drawings should be revised to enable review. See IBC Section 1503.4. 4. Based on the roof plan, Sheet A2.3, and our review of the architectural design, secondary roof drainage is required and is provided by roof scuppers. Where roof scuppers are provided for this purpose, they are required to be designed to prevent the depth of ponding water from exceeding the structural demands for which the roof is designed to resist. Based on our review of the structural design, the roof is not designed for these demands. The architectural design may need to be revised. Please verify. See IBC Section 1503.4. See also the vertical structural comments below. Note that the reference to Section 1503.4.1 in Section 1503.4.2 has been changed to Section 1611.1 by ICC errata. See www.iccsafe.org for additional information. Reid iddleton • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 3 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, including precast (tilt -up) reinforced concrete walls: Periodic, see also IBC Section 1704.4. c. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. d. Welding of concrete reinforcement (e.g., Sheet S3.4): Periodic, see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. e. Installation of anchor bolts/rods in concrete (e.g., Sheets S3.3 and S6.1): Continuous, see also Sections 1704.4 and 1707.1. f. Installation of welded, headed stud and deformed bar anchors in concrete and masonry (e.g., Sheets S3.2, S5.1, S5.3, S5.4, and S5.7): Continuous, see also Section 1704.15. g. Installation of concrete and masonry expansion anchors (e.g., Sheet S5.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. h. Installation of concrete and masonry adhesive and screw anchors, where applicable: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. i. Masonry construction, including mortar, reinforcement, and structural connections: Periodic, see also Section 1704.5.2. j. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. k. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 1. Welding of structural steel for single -pass fillet welds (maximum 5/16 -inch): Periodic, see also Section 1704.3. m. Welding of structural steel other than single -pass fillet welds (maximum 5/16 -inch), where applicable: Continuous, see also Section 1704.3. n. Welding of cold -formed steel roof decks (e.g., Detail 5/S5.1): Periodic, see also Item 5.a.6 of Table 1704.3. o. Installation of power -driven fasteners at cold -formed steel -framed shear walls (e.g., Sheet S6.1): Periodic, see also Section 1704.15. Reid iddleton • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 4 p. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. q. 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. r. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. s. Fastening at cold -formed steel -framed lateral -force -resisting system except floor diaphragms (e.g., Sheet S6.1): Periodic, see also Section 1707.3. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. See IBC Sections 1704 and 1708. The following is a summary: a. Testing of concrete for specified compressive strength, fc', air content, and slump. See IBC Sections 1704.4 and 1905.6. b. Chemical tests to determine weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A 706 (e.g., Sheet S3.4). See IBC Section 1708.2 and Section 3.5.2 of ACI 318-08. c. Submittal of certificate of compliance for open -web steel joists and girders by steel joist manufacturer at completion of manufacture. See IBC Sections 1704.2.2 and 2206.5. 3. The earthquake load design data in Section 2 of the general structural notes, Sheet S1.1, should be revised by also specifying the design base shears, V, the seismic response coefficients, Cs, and the analysis procedure used. See IBC Section 1603.1.5. 4. The reference to steel special concentrically braced frames in Section 2 of the general structural notes, Sheet S1.1, should be deleted. None are proposed for this project. 5. On Sheets S5.1, S5.3, and S5.4, the vertical leg of the steel angle supporting the steel roof deck is typically upward, but at Detail 2/A2.3 it is downward. The drawings should be revised. Note that an upward leg is not possible at the roof scuppers. Refer to Sheet A2.3. See also the architectural comments above. 6. At Plan Note #7, Sheet S2.2, a reference to Detail 5114 is made, but Detail 2/S5.4 is apparently intended. The note should be revised. Reid iddleton • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 5 7. In Section 46 of the structural notes, Sheet S1.3, Redbuilt wood Hoists are specified, but the mezzanine framing plan, Sheet S2.1 a, uses identifiers for Weyerhaeuser wood I -joists (e.g., TJI). The drawings should be revised to enable review. 8. The legend for the roof framing plan, Sheet S2.2, includes the identifier for high load connections, but there is not a similar listing in the legend for the struts at the mezzanine floor at the foundation and mezzanine framing plan, Sheet S2.1. The legend should be revised. 9. At Panel Note #1, Sheet S3.7, a reference to Detail 18/S3.1 is made, but Detail 9/S3.1 is apparently intended. The note should be revised. Foundation No comments. Vertical 10. The roof is required to be designed for the structural demands put on it by the rainwater accumulation. The accumulation results in blockage of the primary drainage system, including water that would rise above the inlet of the secondary drainage system at its design flow. Based on the roof plan, Sheet A2.3, the ridge of the roof is as high as 14 1/2 inches above nearby roof drainage inlets, and the roof scuppers are not sized to prevent to prevent ponding of rainwater more than 8 inches above nearby roof drainage inlets. Substantiating data verifying the structural adequacy of the roof to resist these structural demands should be submitted for review. The architectural and structural design may need to be revised. Please verify. See IBC Sections 1503.4 and 1611.1. See also the architectural comments above. Note that the reference to Section 1503.4.1 in Section 1503.4.2 has been changed to Section 1611.1 by ICC errata. See www.iccsafe.org for additional information. Lateral 11. Seismic lateral forces for the structure are apparently determined on pages 44 to 45 of the calculations. The method used to determine these forces is not clear. In particular, different quantities of lateral forces are reported in the transverse and longitudinal directions. The seismic base shear in a given direction is required to equal CS W. "W" is the total dead load, which does not Reid iddleton • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 6 vary by direction of applied seismic load. It appears that the dead loads of the concrete and masonry walls parallel to the direction of force are being neglected in the determination of seismic base shear, which is not the intent of the applicable requirements. The calculations should be revised and resubmitted for review. The structural design may also need to be revised. Please verify. See IBC Section 1613.1 and Sections 12.7.2 and 12.8.1 of ASCE 7-05. 12. The design of the lateral -force -resisting vertical elements at the mezzanine floor is not clear. It appears to be a combination of a cold -formed steel -framed shear wall with wood structural panel sheathing in the north/south direction, with the assumption of rotation by the floor diaphragm, a special reinforced masonry shear wall in the east/west direction at the south edge, and a steel W14x22 seismic collector in the east/west direction south of the north edge with a cantilevered floor diaphragm to the north. Please verify. 13. Given the description above for the lateral -force -resisting vertical elements at the mezzanine floors, the steel W14x22 seismic collector will not be effective unless it is connected to the wood -frame floor diaphragm. Plan Note #5, Sheet S2.1, specifies the diaphragm nailing, but a detail for the transfer of lateral loads from the diaphragm to the steel beam is not included in the drawings. Detail 5/S6.1 is similar, but the connection of the 3x wood bearing plate to the top flange of the steel beam is not specified (see Detail 4/S6.1). The drawings should be revised. 14. Connections between wall panels and between wall panels and the foundation, of intermediate precast structural (shear) walls, are required to provide for yielding in the vicinity of the connections and the yielding is restricted to steel elements or reinforcement. The calculations, however, do not appear to consider these requirements. Substantiating data verifying that the structural design meets these requirements should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1901.2 and Sections 2.2 ("reinforcement") and 21.4.2 of ACI 318-08. Refer to Section R21.4 of ACI 318-08 (commentary) and the 2003 "BSSC Guide to Application of the (2000) NEHRP Recommended Provisions," Chapter 7 ("Precast Concrete Design") at http://www.nibs.org/client/assets/files/bssc/Chapter07.pdf for additional information. 15. Connections between wall panels and between wall panels and the foundation, of intermediate precast structural (shear) walls, are required to be designed so that (1) yielding is restricted to steel elements or reinforcement, and (2) the connections are capable of maintaining at least 80 percent of their design Reid iddleton • • Bob Benedicto, Building Official City of Tukwila April 1, 2011 File No. 262011.005/00201 Page 7 strength at the deformation induced by the design displacement. Elements of the connections not designed to yield are required to be designed for 1.5 times the yield strength of the connection, Sy. The calculations, however, do not appear to consider these requirements. Substantiating data verifying that 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 1908.1.3 and Section 21.4 of ACI 318-08 (e.g., new Section 21.4.3 and renumbered Section 21.4.4). 16. Based on our review, the wall segments on the sides of the doorways at Panel P-1, except the segment adjacent to Grid 1, qualify as wall piers. Please verify. See IBC Sections 1901.2 and 1908.1.1 and Section 2.2 of ACI 318-08. 17. The transverse reinforcement in the wall piers of intermediate precast structural walls is required to extend a minimum of 12 inches beyond the pier clear heights but Detail 5/S3.4 specifies 6 inches (e.g., one tie spacing). The detail should be revised. See IBC Sections 1901.2 and 1908.1.3 and Section 21.4 of ACI 318-08 (e.g., new Section 21.4.5). Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have questions or need additional clarification, please contact us. Sincerely, d Teton, Inc. Philip Brazil, P.E., S.E. Senior Engineer cc: Tom Jordan, Fuller Sears (by e-mail) Marc McGinnis, Geotech Consultants (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\planrevw\tukwila\ 11 \t002r 1.doc\prb Reid iddleton • City of Tukwila t Jim Haggerton, Mayor Department of Community Development Jack Pace, Director March 16, 2011 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D11-061 Interurban Office Bldg B — 146XX Interurban Av S Dear Mr. Swanson: Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D11-061 Rot J\ W:\Perrnit Center\Structural Review 011-061 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 i PLAN iPLING SLIP PERMIT NUMBER: D11-061 DATE: 01/21/15 PROJECT NAME: INTERURBAN OFFICE BUILDING B SITE ADDRESS: 14590 INTERURBAN AVE S Original Plan Submittal Revision # Response to Correction Letter # before Permit Issued X Revision # 2 after Permit Issued DEPARTMENTS: Building Division Public Works 10--1 6 -(S - n Fire Prevention n AP it 15— Structural Planning Division Permit Coordinator LJ PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 01/27/15 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/24/15 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-061 DATE: 04/17/2014 PROJECT NAME: INTERUBAN OFFICE BLDG B SITE ADDRESS: 14590 INTERURBAN AVE S Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: 01-9-Qm AY/1- Building Division Fire Prevention 1 V 6023°I Public Works Structural Planning Division Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 05/20/14 Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 • PLANAR • MTING SLIP ACTIVITY NUMBER: 011-061 DATE: 03-05-12 PROJECT NAME: INTERURBAN OFFICE BUILDING B SITE ADDRESS: 14590 INTERURBAN AV S Original Plan Submittal X Response to Correction Letter # 3 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: '� i� Iding Ivislon Public Works Fire Prevention Structural /' c- 04.162, Planning Division Permit Coordinator gm DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03-06-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04-03-12 Approved ❑ Approved with Conditions V Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-061 DATE: 01-11-12 PROJECT NAME: INTERURBAN OFFICE BUILDING B SITE ADDRESS: 14590 INTERURBAN AV S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DEPARTME TS: uildin i 4isi. Fire Prevention Public Works ❑ Structural , e1 69-.6,11._ Planning Division Permit Coordinator il DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 01-12-12 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route 14 Structural Review Required No further Review Required a REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02-09-12 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ! CORRECTION LETTER MAILED: �—1 Departments issued corrections: Bldg Fire 0 Ping� PW 0 Staff Initials: 1,v Documents/routing slip.doc 2-28-02 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-061 DATE: 07-21-11 PROJECT NAME: INTERURBAN OFFICE BUILDING B SITE ADDRESS: 0.140 INTERURBAN AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPA Vain ublic TMEN S: Sia -A1 •ivision C orks p* V(i 0114A `0 Fire Prevention Structural n dMte4 iO1-(f Planning Division W' Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) I Complete Incomplete I I DUE DATE: 07-26-11 Not Applicable El Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUESITHURS ROUTING: Please Route .N/Structural Review Required REVIEWER'S INITIALS: DATE: No further Review Required APPROVALS OR CORRECTIONS: DUE DATE: 08-23-11 Approved Approved with Conditions n Not Approved (attach comments) IX( Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: `O 'Xl-- I Departments issued corrections: Bldg Fire 0 PIng PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • PERMITCOORDCOPIIi PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-061 DATE: 03/10/11 PROJECT NAME: INTERURBAN OFFICE BUILDING B SITE ADDRESS: 146XX INTERURBAN AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPART. ENT : i ng �,y� Public orks Fire�Preventi 3-3-I-t 1 kI\Structural 11/ torig(I Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: 01 Incomplete ❑ DUE DATE: 03/15/11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: TOES/THURS ROUTING: Please Route Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DUE DATE: 04/12/11 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire PIng PW- Staff Initials: 114.' Documents/routing slip.doc 2-28-02 PROJECT NAME: -!•h'-e✓'v►r�" v 3C.`po wn l i� 3 PERMIT NO: 1It Q� SITE ADDRESS: 11-1S-0 -Zv� ertiv'bvn. S ORIGINAL ISSUE DATE: Io - REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE ISSUED DATE STAFF INITIALS - -1 Vimv,eo .e YA /- , (p- 1-t�r� CA V`r011 € 1.) i0 M r +ML.S _ Summary of Revision: - in at, -e .e Vgvi4 c_ tiles, ,o ,e W1 fZZq vi 1 h,e, Received by 'Tcas1- . W..Zir: ';. Received by '0 k�CUpMc t" REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE ISSUED DATE STAFF INIT)ALS I'-I-ISI�'` Vimv,eo .e g- Summary of Revision: (p- 1-t�r� CA V`r011 € 1.) i0 M r +ML.S Received by: Summary of Revision: 5,,t ►`- � (�. ���, ai61 rook Cn-ncre'1-e vn -` -ei-e, Received by 'Tcas1- . W..Zir: ';. (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 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /—"? 1S` Plan Check/Permit Number: 1(- obi ❑ Response to Incomplete Letter # O Response to Correction Letter # NI— Revision # Z after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: f,u -/&te c' (A /i 1 Vs co 1 /1) - 4. .-t. f9� Project Address: Contact Person: Q 7JKt-Phone Number: ? 06 - Cl % `/6 Y, Summary of Revision: s. / s 6,A RECEIVED CITY OF TUKWILA JAN 2 1 2015 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 11— Entered in TRAKiT on 1 -.old 1 Date: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 0_ ) ) Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # _ 0 _ a)‘Permit Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: •47111.117AA APR 17 2014 PERMIT CENTER I✓)rpt tfbc t cf-nwc61/26/..p„ f3 /4gra Tvt v'u,r- Summary of Revision: Phone Number: c9067-Ct"-1 2--1/ Gtrtctu vaJ - ct c j ust - cc a:uuD �c C CLk O R- aQ bu i (c i (i o t v71 n)e. � LA1 to u� vt Waft t ko su-t T -- gyred tcel , ANG, `101, 9(sslA16-( Gk hoca'-eal) Qvn/ai 1 e l & th Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ,k Entered in TRAKiT on LM • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 03/02/2012 Plan Check/Permit Number: D11-061 Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Warehouses & offices (Building B) Project Address: 14600 Interurban Ave S. Tukwila Contact Person: ' Tom Jordan Summary of Revision: See correction letter Sheet Number(s): A1.0, A4.1, A4.2, A9.1 Phone Number: (206) 682-6170 RECEIVED MAR 05 2012 PERMIT CENTER "Cloud" or highlight all areas of revision including date of revishon Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: //611V Plan Check/Permit Number: D11-061 ❑ Response to Incomplete Letter # ▪ Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Office Building B Project Address: 14590 Interurban Av S Contact Person: ';✓Y1 (44044 Phone Number: ?i74, 6 Z Ly /7 D Summary of Revision: (5 f 72'e-tP - le140' 1,1,4411 202( PERMIT CENTER Sheet Number(s): is b- / / f. D "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: IN-- Entered in Permits Plus on t• \applications\forms-applications on Iine\revision submittal Created: 8-13-2004 Revised: • SEARS ARCHliTECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Interurban Office Buildings A-E Building A Permit # D11-060 Building B Permit # D11-061 Building C Permit # D11-242 Building D Permit # D11-243 Building E Permit # D11-244 January 6, 2012 Building Division Review: Buildings A-E drawings have been modified in response to the 10/7/2011 Tukwila's building division comment letters. The comments for each of the buildings are similar. Therefore, the comments in this response letter should be applied to all of the buildings. #1 Sheet A1.0 has been revised to show a handicapped van stall near buildings B and C on the site plan. #2 A note has been added to sheet A0.1 to indicate that this permit is for shell and core only. Future tenants will need to get their own permit for occupancy. #3 There's a note below the light schedule on sheet A4.2 that clarifies that the exterior lights above the required exit doors will need to be wired to become emergency lights in the case of an emergency. #4 Note #17 has been changed to reflect the current code for emergency lighting. #5 Note #23 has been changed to reflect the current code for barrier free parking. #6 Exterior lighting budget forms have been provided. The site lights Lighted bollards are in building A forms. #7 A note has been added to sheet A0.1 that states that future tenants will need to provide lighting budget forms for interior lighting. Building D — another copy of the energy code envelope summary is attached An archeological survey is underway to meet the permit conditions outlined by Jaimie Reavis in planning. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects LTR# k tri FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED JAN 11 Z012 PERMIT CENTER • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 Iii Ill Plan Check/Permit Number: D 1 1-061 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Office Building B Project Address: 146XX Interurban Av S Contact Person: 774-7 i Jf/v da -,l Summary of Revision: Phone Number: CP & g2 Co t -70 S,'e I JPrnse- 4 .- RECEIVED or( OF T1JKWIt A IJUL 21 PERMIT CENTER Sheet Number(s): it/g44/ j/4-7-- ,/PALL Sf/WJ "Cloud" or highlight all areas of revision incl ding date of rvi 'on Received at the City of Tukwila Permit Center by: Di- Entered in Permits Plus on 7`)'1—' (1 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: • City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 3365901630 Address: 14590 INTERURBAN AVE S Applicant: INTERURBAN OFFICE BUILDING B Permit Number: D11-061 Issue Date: 10/3/2014 Permit Expires On: 4/1/2015 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW SINGLE -STORY 4,491 SF TILT -UP WAREHOUSE/OFFICE BUILDING WITH 942 SF OF MEZZANINE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, 1" DOMESTIC WATER METER W/RPPA & HOT BOX, SANITARY SIDE SEWER, FIRE LINE AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. D11-060. TRANSPORTATION IMPACT FEE BASED ON 5,433 SF GFA. TRAFFIC CONCURRENCY PAID UNDER PW PERMIT NO. C10-020. METER #1 METER #2 METER #3 Water Meter Size: 1 0 0 Water Meter Type: PERM Work Order Number: 11140126 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $15012.50 $0.00 $0.00 TOTAL WATER FEES: $16137.50 J R ABBOTT CONSTRUCTION 0 Washington State Department of Labor & Industries • Page 1 of 4 J R ABBOTT CONSTRUCTION INC Owner or tradesperson FRASER, RICHARD H Principals FRASER, RICHARD H FRASER, GWEN F NELSON, RONALD A, PRESIDENT KLEIN, DOUGLAS J, PRESIDENT STRAND, TIMOTHY R, PRESIDENT SPRAGUE, ANDREW W, PRESIDENT ABBOTT, JOHN R, PRESIDENT STEDMAN, TROY L, PRESIDENT PRICE, MICHAEL W, PRESIDENT SHALLEY, BRANNON E, PRESIDENT NEWMAN, WENDY P, VICE PRESIDENT MCGOWAN, JOHN P, VICE PRESIDENT ABBOTT, DAWN E, SECRETARY SEAMNA, MARK C, SECRETARY ROBERTSON, ROBERT M, TREASURER Doing business as J R ABBOTT CONSTRUCTION INC WA UBI No. 600 479 123 34081ST AVE S SUITE 101 SEATTLE, WA98134-1805 206-467-8500 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. JRABBCI022JZ Effective — expiration 04/09/1998— 03/01/2016 Bond LIBERTY MUTUAL INS CO Active. Meets current requirements. $12,000.00 httns://secure.lni.wa.gov/verifv/Detail.asnx?UBI=600479123&LIC=JRABBCI022JZ&SAW= 10/03/2014 GENERAL NOTES 1. Post building address sign on front of building as required by building official. Coordinate w/ architect. 2. Contractor is solely and completely responsible for conditions of the job site, including safety,protection property and the like duringthe J9P P Y performance of the work. 3. The Contractor is required to comply with all applicable regulations and codes of the governing authorities and Owners. 6. Provide methods, means and facilities required to prevent contamination of soil, water or atmosphere. 5. Insure minimum interference with existing roads, streets, sidewalks, parking facilities and adjacent facilities. Do not close or obstruct without prior approval. 6. All salvage will become the property of the Contractor, unless noted otherwise (UNO). Promptly remove from site and legally dispose of all said material at Contractor's expense. 7. Dimensions are to: Face of masonry or concrete, center line of columns, face of stud, or face of mullion unless noted otherwise. Dimensions indicated clear (CLR) are to finish face. Dimensions to door and window openings are rough masonry openings UNO. All masonry dimensions are nominal. 8. Scribe gypsum board of walls and partitions to irregularities of structure or deck above and seal tightly around an penetrations. 9. It is the responsibility of the Contractor to coordinate with the Owner's work and/or supplied items that are "furnished by the ()wrier and installed by the Contractor" or "not in contract" (NIC), but are attached to Contractor's work. -r 10. All ramps to have maximum 1:12 slope. Ramps with slope of 1:20 or greater it is a reduced print. this drawing is not 24 to have handrails per Washington State Handicap Code. 11. All stairs to have minimum 11" treads and maximum 7" risers, UNO. 12. Minimum roof slope shall be 1/4"=l'-0". 13. Contractor is responsible for reviewing the drawings and specifications and with the notification of the architect of any discrepencies within the documents and the scope of work. Contractor is responsible to coordinate any and all revisions to the drawings. 14. Fire extinguishers to be located per Fire Marshall's direction. As req'd. 15. All rough -ins shall be approved prior to framing inspection. 16. Provide one 2A-10BC fire extinguisher per 3,000 sq.ft. or each 75' of travel distance, as required by fire marshall. 17. Exit lighting shall be provided when two exits are required. The emergency system shall be supplied by a separate source of power and have an emergency back up system. Exits shall be illuminated at any time the building is occupied with emergency lighting having the intensity of not less than 1 foot candle at floor level. IBC section 1006.3. 18. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. 19. Exception: Key -locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS. The sign shall be in letters no less than 1 inch high on contrasting background. When locked, the single door or both leaves of a pair of doors must be free to swing without operation of any latching device. 20. Trash dumpsters and compactors shall be provided with rubber wheels N.I.C. SYMBOLS EXTERIOR ELEVATION KEY DETAIL REFERENCE ENLARGED PLAN WALL SECTION BUILDING SECTION INTERIOR ELEVATION WINDOW TYPE SEE SHT. A3.1 DOOR NUMBER SEE SHT. A3.2 WALL TYPE SEE SHT. A3.2 • GRIDLINE DRAWING TITLE SHEET # SEPARATE PEWIT REQUIRED FOR: 1.1 ►:1 a 1►1 Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDII1G DIVISION �\ NAME SCALE 21. Exterior joints around windows and door frames, openings between walls and foundations, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 22. Building insulation shall be provided as indicated in dwgs. w/ R values per energy calculations. 23. Every handicapped parking space shall be identified by a sign centered on the stall. The bottom of the sign needs to be 60 inches above the parking surface, at the head of the parking space. The sign shall include the international symbol of access and the phrase "State Disabled Parking Permit Required". Provision under site development permit. 24. This drawing is an instrument of service only. The copyright to this drawing belongs to the architect. No person may use this drawing for any purpose other than the intended original purpose for the original client. This drawing may not be reproduced in whole or in part, in any manner or stored in any form for reproduction without the express permission of the architect. No value should be scaled and all values should be checked against field values an or checked with the architect. If any values is found to be incorrect or invalid, then it is the responsibility of the usert to inform the architect and to obtain the correct value from the architect prior to acting. 25. Per W.S.E.C. Section 1416.3.2 Acceptance: Final Certificate of Occupancy shall not be issued until u nil the building official determines that the preliminary commissioning report required by Section 1416.2.6.2 has been completed. If this drawing was created and/or transferred on electronic media to any other person or body, then the user should be aware that the drawing may have been altered after issue by the architect. The only original of this drawing resides in the files of the architect, and shall take precedent over all copies of electronic This drawing may contain material which was provided for information only to the architect by the client or clients consultants. The architect accepts no responsibility for the accuracy or completeness leteness of this material. If values in P the drawing are found to be critical to the scope of work, then the user is advised to refer back to the original materials in the hands of the client. SCOPE OF WORK CONSTRUCTION OF A OF 4,491 SF WAREHOUSE AND OFFICE BUILDING. THE OFFICE USE WILL CONSIST OF A TWO STORY STRUCTURE INTEGRATED INTO THE WAREHOUSE STRUCTURE. THE BUILDING IS PART OF A FIVE BUILDING DEVELOPMENT ON A 3.3 ACRE SITE. THERE WILL BE PARKING FOR 63 CARS AND FOUR LOADING DOCKS. LEGAL DESCRIPTION N 1/4, N, E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 4111111110111010.1.111111111.1, PLANNING APPROVED • be No changes cathese made. to plans without approval from the Planning Division of CLCD Approved By: Date: ABBREVIATIONS AC ADD ADD'N ABC AGG A/C AL ALT AB ABV ARCH ASP BSMT BM BEL B.M. BLKG BD BO BLDG CABT C.I.P. C.B. CLG CEM CG CL CER C.T. CHAN. CLR C.O. CLOS COL CONC CONN CONST CJ. CONT CONTR COR'G CTR CTSK CMU CMS D.P. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT EXISTING FT FI N FIXT FL FLR F.D. FLUOR FTG FND FR FH C FV GA GI GL GD GYP GWB GRND HR HDN HDW HDWD HTR HT HP H.M. HORIZ HB HW IN ID INSUL INT INV JAN JT JST KP LAM LDG LAV LG LOC LT LWC LVR LOC MO M ATL MFR MAX MCJ MECH MET M TL ML MID MIN MLDG MULL NG NOM N.I.C. FEET FINISH FIXTURE FLASHING FLOOR FLOOR DRAIN FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GAUGE GALVANIZED IRON GLASS GRADE GYPSUM GYPSUM WALL BOARD GROUND HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIBB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT 0/ OBS OC OPG OA OD OFS OFD PARA PTD PG PR PNL PTN d PL PLBG PLYWD PT PSI PSF PC PL OVER OBSERVE ON CENTER OPENING OVERALL OUTSIDE DIAMETER OVER FLOW SCUPPER OVERFLOW DRAIN PARAPET PAINTED PAGE PAIR PANEL PARTITION PENNY PLATE PLUMBING PLYWOOD POINT POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRECAST PROPERTY LINE R RADIUS REG REGISTER REQ'D REQUIRED REV REVISION RD ROOF DRAIN REG ROOFING RM ROOM RGH ROUGH RD ROUND SCR SCREW SECT SECTION SEL SELECT SHT SHEET SDG SIDING SIM SIMILAR SLDG SLIDING SM SMOOTH SPEC SPECIFICATION SPL SPLASH SQ SQUARE STD STANDARD SS STAINLESS STEEL STRUC STRUCTURE SUSP SUSPENDED SWBD SWITCHBOARD TC TOP OF CURB TG TEMPERED GLASS T.O. TOP OF T.S. TUBE STEEL TSD TOP OF STEEL DESK TYP TYPICAL U.N.O. U.S.P. UNLESS NOTED OTHERWISE UNDER SEPARATE PERMIT V VENT VERT VERTICAL VEST VESTIBULE VCT VINYL COMPOSITION TILE WWM WC WH WF W/ W/0 WELDED WIRE MESH WATER CLOSET WATER HEATER WIDE FLANGE WITH WITHOUT '� <5 • t :sax f5 9* 3 i r.eN , YS.Uti belt. ..: AL ' 4jt At. .,. .. 1 1855 i t Y E i� kr>1 ,,.. it i u ,. ': t iY 14St11F A 1 £) k. (Yr s: :1 �f'$ �4:{ S s n�1e rrn #:v': 1, x •�'� { 2 "S b k A t �& kr Oji A { r '�i 9> 3r,yn.E 31 } s AF � 7 ni � ti s -,4 i .. .' yN. k" (r.+.. :s;, :. �",� .,:,.:: 1 ! jaF . !:� `i�y� i F �� ,. ?£ : � ., a 5':. 4 J .. 4 a N',, k< (`�, y Gtr F`v `^'�"4n`" ,e„w �`"� ,«.ie.:a' �� j+F`'•- IUB r'-Yjj ➢3n;' '4' 1 t , . tb<au A ����JJ' . '; n , lint„" (� e�,.Ix4C.'Y! '(f r3 �a i a �, siva. 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SITE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 1-2(V City of lla BUILDING ISION PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ Building Identifier Applicable code Site Area: fling: Occupancy Groups (Fu (Mixed Use Mass_ `Construction: 'Height {Number of Stories Wind Exposure 1 Seismic Zone B IBC 2009 Edition .. 3.3 ACRES CILI 8,51 Separated Uses', Type VB 1SPRINKLERED 32 ft +/ (highest point) One see structural Proposed Building Uses/Exits Required Area warehouse 3,432 Occ. Load Factor 500 0 c. Load 7 Exits required Exits Provided 2 main floor office 939 130 1 mezzanine office* 942 130 7 1 Mech / Eiec Building Total 120 300 0 1 4,491 1 mezzanines not included in building area, IHEIGHT LtMITATIONa -TYPE VB (Per table 503) Base Height Height in To due t prinkler FLOOR AREA LIMITATIONS -TYPE VB (Per table503) Base Area (F-1 Occupancy)* Area Increases due to sprinkler Area Inc ase s due to front Total Area per floc %Q ) *Maximum allowable building area to be ca ;FIRE RESISTIVE REQUIREMENTS (Table 801) Structural frame Bearing wails - exterior Bearing Ills - interio Nonbearing walls and pa ion: x for Nonbearing walls and partitions - interior Floor construction Roof const n Allowable 40' 20' 60' Proposed 2' Allowable 8,500 SF 8,500 sf x 3 = 25,500 SF d using m Type VB 0 0 (Table 60 0 ) t ENERGY CODE INSULATION VALUES 0 37,808 SF f strictivs ture u or Propo d 4,491 sf - Factory Industrial (F-1) COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: INSULATION VALUES: ROOF: WALLS: VERTICAL GLASS & STOREFRONT DOORS: SKYLIGHTS: EXT. H.M. MAN -DOORS: EXT. CARGO DOORS: PERIMETER CONC, SLAB: BY TARGET UA CALCULATION - SEE 2009 WSEC ENVELOPE CALCS OTHER FUELS GLAZING AREA: 3,927 SF GROSS WALL AREA: 27,729 SF GLAZING % PER PER ENVELOPE SUMMARY = 14.2% R-30 RIGID CONCRETE WALLS: 6" METAL STUD FURRED WALL 0 24" 0.C. W/R-21 BATT METAL SIDED WALLS: 6" METAL STUDS © 24" 0.C. W/R-21 BATT PROJECT TEAM. Owner: A & B Properties es 6102 52ND AVE S Seattle, WA - 98118 anti ape ArchiteciBarghausen Engineers rs ,1821572ndAVO S Kent, WA 98032 1425 251 6222 contact Art seldel aseidel barhausen.corn 1Electrrcal Engineer: contact: Louie Sar; V n W G ' L ouie.sanft@att.net Architec Fuller/ Sears Architect 1411 Fourth Avenuern, SultE Seattle, WA 98101 206 682 6170 contact: Tom Jordan TJordan@fullersears corn 306. hlin Porter Lundeen Pine St. #300 eattle, WA 98101 206 343 0460 contact: Sean Robertson S nR,cpiinc.corn nical Engineer: • Structural Engineer iCoughl.ln Porter Lundeen 413 Pine St. #300 Seattle, WA 98101«,_wm:, 206 343 0460 contact: Tim Grant 0 SHEET INDEX COVER. A0.1 'COVER SHEET, CODE DATA VICINITY PLAN, SHEET INDEX cclrn s Report: Geoch Consultants Inc 113250 NE 20th St #16 "Bellevue, WA 98005., 1425 747 5618 ;contact: Mark McGinnis - Q LJ C d CITY REVISIONS 1 CITY REVISIONS 2 O 03/9/2011 07/19/2011 0 CITY REVISIONS 3 04/07/2014 CIVIL SEE-BUDING A DRAWINGS) ARCHITECTURAL A1.0 SITE PLAN A1.1 ,SITE DETAILS A2,1 FLOOR PLAN A2.2 =WALL:TYPES, DOOR S•CHEDULE A2..3 ROOF PLAN, ROOF DETAILS A4.0 ;BUILDING SECTIONS, RESTROOM PLAN zS 2 STRUCTURAL GENERAL NOTES GENERAL NOTES....«.. ;GENERAL NOTES 1 FOUNDATION PLAN ROOF FRAMING PLAN ..«,.. TYPIGALV CONCRETE DETAILS_ 2 CONCRETE DETAILS CONCRETE DETAILS 4 X3.7 t 54.1 :TYPICAL MASONRY DETAILS 1 PANEL DETAILS «... «...._ .., I PRECAST PANEL ELEVATIONS A4.1 EXTERIOR ELEVATIONS A42 FINISH SCHEDULE. A5.1 `VI/ALL SECTIONS A5.2 :`It+'ALL, SECTIONS A9.0 CANOPY PLANS, MISC. DETAILS A9.1 MISC.. DETAILS TYPICAL METAL DECK DETAILS TYPICAL STEEL DETAILS TEEL DETAIL S TEFL DETAILS 7 IGANOPY PLANS AND DETAILS thiLAR WALL §--;REDUCE-AAD DETAILS STAIR PLANS AND DETAILS PICAL NON LOADING METAL STUD DETAILS Permit No. violation- of any adoptedcode or ordinance; Receipt- - LANDSCAPE SEE BUILDING A DRA NGS) MECHANICAL DESIGN BUILD DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 (BOTH VALUES FOR GLASS AND FRAME COMBINED) * FRAME: ALUMINUM W/ THERMAL BREAK U=.6 U=1.2 UNINSULATED * ASSEBMLIES MUST BE CERTIFIED AND RATED PER NFRC AS REQUIRED BY SECTION 1312.1 INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT Of ILDING DIVISION 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: 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. j ELECTRICAL DESIGN BUILD Re - APR 22 2014 TuKwILA PUBIJC WORKS RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER REVISION NOil THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY 1NM 1 PROJECT D11-061 a CA CM lad in CO MI MO Ida CC 1 CAI M 121 CM CID Pim a co 211 CC MD 11111 co CID NV IN= rim Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Project Manager: Drawn By: Steve Sears Tom Jordan Tom Jordan Sheet Title: CODE DATA PROJECT INFO Sheet Number: ARCHITECTS GENERAL NOTES 1. Post building address sign on front of building as required by building official. Coordinate w/ architect. 2. Contractor is solely and completely responsible for conditions of the job site, including safety, protection of property and the like during the performance of the work. 3. The Contractor is required to comply with all applicable regulations and codes of the governing authorities and Owners. 6. Provide methods, means and facilities required to prevent contamination of soil, water or atmosphere. 5. Insure minimum interference with existing roads, streets, sidewalks, parking facilities and adjacent facilities. Do not close or obstruct without prior approval. 6. All salvage will become the property of the Contractor, unless noted otherwise (UNO). Promptly remove from site and legally dispose of all said material at Contractor's expense. 7. Dimensions are to: Face of masonry or concrete, center line of columns, face of stud, or face of mullion unless noted otherwise. Dimensions indicated clear (CLR) are to finish face. Dimensions to door and window openings are rough masonry openings UNO. All masonry dimensions are nominal. 8. Scribe gypsum board of walls and partitions to irregularities of structure or deck above and seal tightly around an penetrations. 9. It is the responsibility of the Contractor to coordinate with the Owner's work and/or supplied items that are "furnished by the Owner and installed by the Contractor" or "not in contract" (NIC), but are attached to Contractor's work. 10. All rampsto have maximum 1:12 slope. Ramps with slope of 1:20 or greater to have handrails per Washington State Handicap Code. 11. All stairs to have minimum 11" treads and maximum 7" risers, UNO. 12. Minimum roof slope shall be 1/4"=l'-0". 13. Contractor is responsible for reviewing the drawings and specifications and with the notification of the architect of any discrepencies within the documents and the scope of work. Contractor is responsible to coordinate any and all revisions to the drawings. 14. Fire extinguishers to be located per Fire Marshall's direction. As req'd. 15. All rough -ins shall be approved prior to framing inspection. 16. Provide one 2A-10BC fire extinguisher per 3,000 sq.ft. or each 75' of trove distance, as re d by fire marshall. 17. Exit lighting shall be provided when two exits are required. The emergency system shall be supplied by a separate source of power and have an emergency back up system. Exits shall be illuminated at any time the building is occupied with emergency lighting having the intensity of not less than 1 foot candle at floor level. IBC section 1006.3. 18. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. 19. Exception: Key -locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS. The sign shall be in letters no less than 1 inch high on contrasting background. When locked, the single door or both leaves of a pair of doors must be free to swing without operation of any latching device. 20. Trash dumpsters and compactors shall be provided with rubber wheels N.I.C. SYMBOLS EXTERIOR ELEVATION KEY DETAIL REFERENCE ENLARGED PLAN WALL SECTION BUILDING SECTION INTERIOR ELEVATION WINDOW TYPE SEE SHT. A3.1 DOOR NUMBER SEE SHT. A3.2 WALL TYPE SEE SHT. A3.2 GRIDLINE DRAWING TITLE 101. SHEET # NAME SCALE PLANNNO Arr., EDPlans without *WOW ham the a • No ohangosten be midato these Planning OMeion al OW App oved By: Data: 21. Exterior joints around windows and door frames, openings between walls and foundations, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 22. Building insulation shall be provided as indicated in dwgs. w/ R values per energy calculations. 23. Every handicapped parking space shall be identified by a sign centered on the stall. The bottom of the sign needs to be 60 inches above the parking surface, at the head of the parking space. The sign shall include the international symbol of access and the phrase "State Disabled Parking Permit Required". Provision under site development permit. 24. his rawin. .n in omen ser on y. he copyrigh o this awing belongs to the architect. No person may use this drawing for any purpose other than the intended original purpose for the original client. This drawing may not be reproduced in whole or in part, in any manner or stored in any form for reproduction without the express permission of the architect. No value should be scaled and all values should be checked against field values an or checked with the architect. If any values is found to be incorrect or invalid, then it is the responsibility of the usert to inform the architect and to obtain the correct value from the architect prior to acting. 25. Per W.S.E.C. Section 1416.3.2 Acceptance: Final Certificate of Occupancy shall not be issued until the building official determines that the preliminary commissioning report required by Section 1416.2.6.2 has been completed. If this drawing was created and/or transferred on electronic media to any other person or body, then the user should be aware that the drawing may have been altered after issue by the architect. The only original of this drawing resides in the files of the architect, and shall take precedent over all copies of electronic This drawing may contain material which was provided for information only to the architect by the client or clients consultants. The architect accepts no responsibility for the accuracy or the completeness of this material. If values in the drawing are found to be critical to the scope of work, then the user is advised to refer back to the original materials in the hands of the client. SCOPE OF WORK SEPARATE PERMIT REQUIRED FOR: ai eichanl ai Electrical lambing Gas Piping City of Tukwila BUILDING; DIMS CONSTRUCTION OF A OF 4,491 SF WAREHOUSE AND OFFICE BUILDING. THE OFFICE USE WILL CONSIST OF A TWO STORY STRUCTURE INTEGRATED INTO THE WAREHOUSE STRUCTURE. THE BUILDING IS PART OF A FIVE BUILDING DEVELOPMENT ON A 3.3 ACRE SITE. THERE WILL BE PARKING FOR 63 CARS AND FOUR LOADING DOCKS. LEGAL DESCRIPTION N 1/4, N.E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 REVISIONS No changes shall bomade 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. ABBREVIATIONS AC ADD ADD'N ABC AGG A/C AL ALT AB ABV ARCH ASP BSMT BM BEL B.M. BLKG BD BO BLDG CABT C.I.P. C.B. CLG CEM CG CL CER C.T. CHAN. CLR C.O. CLOS COL CONC CONN CONST CJ. CONT CONTR COR'G CTR CTSK CMU CMS D.P. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT EXISTING FT FIN FIXT FL FLR F.D. FLUOR FTG FND FR FHC FV GA GI GL GD GYP GWB GRND HR HDN HDW HDWD HTR HT HP H.M. HORI.Z HB HW IN ID INSUL INT INV JAN JT JST KP LAM LDG LAV LG LOC LT LWC LVR LOC MO MATL MFR MAX MCJ MECH MET MTL ML MID MIN MLDG MULL NG NOM N.I.C. FEET FINISH FIXTURE FLASHING FLOOR FLOOR DRAIN FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GAUGE GALVANIZED IRON GLASS GRADE GYPSUM GYPSUM WALL BOARD GROUND HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIBB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING. MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT 0/ OBS OC OPG OA OD OFS OFD OVER OBSERVE ON CENTER OPENING OVERALL OUTSIDE DIAMETER OVER FLOW SCUPPER OVERFLOW DRAIN PARA PARAPET PTD PAINTED PG PAGE PR PAIR PNL PANEL PTN PARTITION d PENNY PL PLATE PLBG PLUMBING PLYWD PLYWOOD PT POINT PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PC PRECAST PL PROPERTY LINE R RADIUS REG REGISTER REQ'D REQUIRED REV REVISION RD ROOF DRAIN RFG ROOFING RM ROOM RGH ROUGH RD ROUND SCR SCREW SECT SECTION SEL SELECT SHT SHEET SDG SIDING SIM SIMILAR SLDG SLIDING SM SMOOTH SPEC SPECIFICATION SPL SPLASH SQ SQUARE STD STANDARD SS STAINLESS STEEL STRUC STRUCTURE SUSP SUSPENDED SWBD SWITCHBOARD TC TOP OF CURB TG TEMPERED GLASS T.O. TOP OF T.S. TUBE STEEL TSD TOP OF STEEL DESK TYP TYPICAL U.N.O. UNLESS NOTED OTHERWISE U.S.P. UNDER SEPARATE PERMIT V VENT VERT VERTICAL VEST VESTIBULE VCT VINYL COMPOSITION TILE WWM WELDED WIRE MESH WC WATER CLOSET WH WATER HEATER WF WIDE FLANGE W/ WITH W/O WITHOUT VICINITY MAP SITE PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ Building Identifier: ,Applicable Code: _ w»..< Site Area: <..,a ��.. (Zoning: Occupancy Groups (Future tenants): Mixed Use Class Construction: Height Number of Stories Wind Exposure /Seismic Zone B IBC 2009 Edition.. 3.3 ACRES C/LI B, S-1 on Separated Uses Type VB '32 ft +/- (highest point), One Proposed Building Uses/Exits Required warehouse main floor office mezzanine office* Mech / Elec Building Total *mezzanines not Included in building area =HEIGHT LIMITATIONS -TYPE VB Per table 503 see structural Area 3,432 939 942 120 4,491 Base Height Height Increase due to sprinkler Total Height (FLOOR AREA LIMITATIONS - TYPE VB 1(Per table 503) Base Area (F-1 Occupancy)* Area Increases due to sprinkler (300%) Area Increases due to frontage Total Area per floor SPRINKLERED i. Occ. Load Factor Occ. Loa 500 >81'100 7 Exits required /r" 1D AI 100 X10 0 300 1 1 1 1 Exits Provided 2 1 1 1 Allowable 40' 20' 60' Proposed 32' Allowable 8,500 SF 8,500 sf x 3 = 25,500 SF 3,808 SF 37,808 SF / story Proposed 4,491 sf *Maximum allowable building area to be calculated using most restrictive future use Factory Industrial (F-1) FIRE RESISTIVE REQUIREMENTS (Table 601) Structural frame Bearing walls -exterior Bearing walls - interior Nonbearing walls and partitions - exterior Nonbearing walls and partitions - interior Floor construction Roof construction Type VB 0 0 0 0 (Table 602) 0 0 0 ENERGY CODE INSULATION VALUES PROJECT TEAM Owner: IA & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att.net (Architect: andscape Architect. If3arghausen Engineers 18215 72nd AveS" Kent, WA 98032 425 251 6222 contact: m Art seidel aseidel@barghausen.cornmV \` Fuller/Sears Architects Electrical Engineer: i 1411 Fourth Avenuem, Suite 1306 1 Beattie, WA 98101 '166182 6170 contact: Tom Jordan (Civil Engineer TJordan@fullersears.com Coughlin Porter Lundeen �.. 413 Pine St.#300`' Seattle, WA 981.01 1206 343 0460 (contact: Sean Robertson SeanR@cplinc.com iStructural Engineer: Coughlin Porter Lundeen 1413 Pine St. #300 'Seattle, WA 98101 1206 343 0460 (contact: Tim Grant TTimG@cptinc.com .,.,:.. SHEET INDEX. 'COVER� ...,.._..... 'Soils Report: aGeotech Consultants Inc. 113256 N '20th. St #16 Bellevue; WA 980 -Or --------- i425 8005 , MY» », - a .< 1425 74i7 5618 !contact: Mark McGinnis REMARKS PERMIT SUBMITTAL CITY REVISIONS 1 DATE r 0 CV 0 r O N 0 CO i. N FA -.1 COVER:»SHEET, CODE DATA u.....m IVICINITY PLAN, SHEET IND SEE BUILDING ADRAWINGS) ARCHITECTURAL x A1.0 'SITE PLAN A 11 - SITE DETAILS FA -2 1 (FLOOR PLAN IAi.irWALL TYPES DOOR` SCHEDULE `A2 3 iROOF'PLAN, ROOF DETAILS A4 0 BUILDING SECTI77- , RESTROOM PLAN A4.1 EXTERIOR ELEVNS ,,..,ra,�W» »»,,,»tea.» �..»»�>w ��.:,.�»M _,>�_» »�,b � » '��..,»..��.;...,»»»»»<»,T,�» A4.2FINISH-SCHEDULE, WINDOW SCHEDULE A5.:1 -(WALL SECTIONS 1A5 2 WALL SECTIONS A9 0 CANOPY PLANS, MISC. DETAILS .A91 MISC DETAILS i 3 1 S5.3 !STRUCTURAL S1.1 'GENERAL NOTES S1.2 GENERAL NOTES S1.3 GENERAL NOTES _ S2.1 FOUNDATION PLAN S2.2 1ROOF FRAMING PLAN S3.1 'TYPICAL CONCRETE DETAILS S3.2 TCONCRETE DETAILS S3.3 'CONCRETE DETAILS S3.4 PANEL DETAILS S3.7 PRECAST PANEL ELEVATIONS S4.1 ATYPICAL MASONRY DETAILS S5 1 TYPICAL METAL DDECKDETAILS 55.2 �tTYPICAL STEEL DETAILS' STEEL DETAILS S5.4 STEEL DETAILS 55.7 (CANOPY PLANS AND DETAILS 1S6.1 SHEAR WALL SCHEDULE AND DETAILS S6 2 STAIR PLANS AND DETAILS' S7.1 (TYPICAL NON LOADING METAL STUD DETAILS cd (SEE BUILDING A DRAWINGS) ECHANI CAL iDESIGN BUILD (DESIGN BUILD • *RE, VIE ED ell Vic„ wotee whit Rhe MIin . stir � b!� ��Jkslva: --Alitriscsonsi Provisions of thet 0 ; wirrctonl Provisions. at M.t = ►f udi" .CaM El Other: COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: INSULATION VALUES:. ROOF: , WALLS: VERTICAL GLASS & STOREFRONT DOORS: BY TARGET UA CALCULATION - SEE 2009 WSEC ENVELOPE CALCS OTHER FUELS GLAZING AREA: 3,927 SF GROSS WALL AREA: 27,729 SF GLAZING % PER PER ENVELOPE SUMMARY = 14.2% R-30 RIGID CONCRETE WALLS: 6" METAL STUD FURRED WALL 10 24" O.C. W/R-21 BATT METAL SIDED WALLS: 6" METAL STUDS 0 24" O.C. W/R-21 BATT CMU WALLS: 6" METAL STUD FURRED © 24" O.C. W/R-21 BATT DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 FRAME: ALUMINUM W/ THERMAL BREAK SKYLIGHTS: U=.60, SHGC=.35 * EXT. H.M. MAN -DOORS: U=.6 EXT. CARGO DOORS: U=1.2 PERIMETER CONC. SLAB: UNINSULATED * ASSEBMLIES MUST B :TIFIED RATED PER NFRC AS REQUIRED BY SECTION 1312.1 m W CE gamlid_ IW QE E -5arc) 71, og iIi CCI lite project -applicant it responsible far confignwiee with MI applicable calmr.toadi io the of approval. and permit K,i� t subject to the requirements end ituerpecw ons' or governing' authority. This review does not relieve the Architect sod Ugly/nemi[eoard the responsibility for complete design in acconterwe with the laws of the governing jurisdiction sad the wta a of Washi_ Jnthd ctLon Tk+t1 REID MIDI. Code Review CORRECTION Or. INC. ofatiltarit These plans have been reviewed by ` the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which�rdo not authorize violations of (BOTH VALU F$ ` L 'llNgsF�tArc ,�. 1 )The responsibility or t e a equacy o t evice"sign 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. THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: PROJECT D1=1-061 RECEIVED JUL 212011 PERM1TGL NTEP Job Number 1005 Date: MARCH 9, 2011 Principal in Charge: Project Manager: Drawn By. Steve Sears Torn Jordan Torn Jordan Sheet Title: CODE DATA PROJECT INFO Sheet Number: A0.1 ® 2010 FUU.ER•SEARS ARCHITECTS it is ❑ reduced print. If this drawing is not 24 / / / / / i / fr • NEW)3' KEY STONE RE:MINING WALL EXISTING EDGE • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 25 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • BUILD "A" (4x 938 SF OFFICE @ 1ST) LANDscApe AMIsif • LINE TRASH/RECYCLING CALCULATIONS REQUIRED. WAREHOUSE. 56,990 SF OFFICE. 9,405 SF RETAIL. 2,342 SF 72,736 SF PROVIDED. * 3.1000 171 SF 202 SF 1 83 SF 83 SF 643 SF • • '-0' CONC. SIDEWALK PRIOR TO ANY GROUND DISTURBANCE, THE PROJECT WILL. PROVIDE TO THE CITY THE EXTENT OF EXCAVATION 10 RELATION TO THE DEPTH OF NATIVE SOILS. IF THE PROJECT REQUIRES EXCAVATION .INTO NATIVE SOILS, AN ARCHAEOLOGICAL SURVEY WILL BE REQUIRED. PARKING CALCULATIONS REQUIRED. "hi WAREHOUSE. 56,990 SF 1.2000 28.5 STALLS OFFICE. 9,405 SF 3.1000 28.2 STALLS RETAIL. 2,342 SF @ 2.5.1000 5.8 STALLS 58,737 SF 62.5 TOTAL PROVIDED. 22 - LONG 10 x 30 27 - STANDARD (9' X 19') 4 - COMPACT STALLS (8' X 17' ANGLED) 10 - COMPACT STALLS (8' X 16') 63 TOTAL (INCL. 4 HC STALLS) (4) LOADING DOCKS (20' x 38') •• NOT INCLUDING MECHANICAL ROOMS SITE AREA. 141,888 SF (3.3 ACRES) • • • 40' RIVER —ENVIRONMENT • TRASH/R E LOSURE PICNIC TABLE AREA • • • • • TENANT 10,847 SF * TENANT "A-2" (FF 26.33') TENANT "A-3" 8,018 SF * • 81 FIRE HYDR • 1 MPA TRUNCATED DOMES RED -CROSSIN.GS —T TRACATED DOMES AT 60' LOW IMPACT ENVIRONMENT ADJACENT BLDG C/LI ZONE 8 MPAC S 8'X16 rii; Ian II • UNE RUNC ED C TED OSSI OMES HC AT TYP. CLOS RE TRASH/ PED CR LEC) EZZ. (FF 26.17') Wrrir— CH / ELEC) DING MEZZ. TENANT "D-2" DRIVE AISLE (FF (8,743 SF WAREHOUSE) (2x 939 ScOFFICE @ 1ST) • 9 Sf: ,O:RFICE @ ;1:S ),.-. 129 :2:..1:.:0:0?;1,./.::.LtLgc;),::7,. DRIVE A-IStE--,1 Epolapwimingummpoom \ 1125 • • /2/00' SETBACK co LANDSCAPE & CIVIL SITE DRAWINGS PART OF BUILDING "A" PERMIT SET PERMIT' #: D11-060. REFERENCE CIVIL DRAWINGS FOR 'ADDITIONAL SITE INFORMATION INTERURBAN AVENUE SITE PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION PROPOSED CITY STREET IMPROVEMENTS BY OTHERS CITY PROPOSED BUS SHELTER BY OTHERS PERMIT THIS BUILDING SOUTH 147TH ST APPROVED JUN 03 2014 t.;ity of Tukwila PUBLIC Works RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER ca ca 1 - cc REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 03/9/2011 07/19/2011 10/10/2011 04/07/2014 NM ors COD Cal Idol in CD lad go 1 me CIII wha mi. Ca CI re. ma um red ME 1111 WC 65 CO CC fl) Bg Imo Job Number: 1005 Date: MARCH 9, 2011 PrIncipal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: SITE PLAN Sheet Number: O 2010 ARCHITECTS 13'-0" -3 PROPERTY LINE LANDSCAPING (SEE LANDSCAPE DWGS - TYP.) 0 in PEDESTRIAN CROSSING CNC. SIDEWALK 5-0" ASPHALT DRIVE (SEE CIVIL DWGS - TYP.) 24'-8" 16'-8" REFERENCE CIVIL DRAWINGS FOR DRIVE AISLES, CURBS AND SIDEWALK DIMENSIONS 27'-4" TRUNCATED DOMES - TYP o, a,\ - \ L-3 29'-6" 4'-6" CONC. SIDEWALK LANDSCAPING 14'- • • 20'-0" L- 4 �r- • SLOPE CANOPY ABOVE 3 PARKING STALLS 0 N) DN LJ 4'-0" . 5-0" 25' 0" it r 12 CONC. SIDEWALK 4-0 7-0 14'-0" A9 1 \ I �} L- r [Ti 4,-0" 11 -0 W2 OFFICE (939 SF) W2 12'-0" CONC. SIDEWALK 6 W1 i of -4� 42'-0" PROPOSED BIKE RACK W6 SIM 0 %[7 LANDSCAPIN 2"-0 G TYP RESTROOM W1 10'-0" GWB CEIL. PROVIDE 3/4" PLYWOOD 0/TOP OF FRAMING ABOVE 3' X CEIL. R BUILDING "B" 4,491 SF * (3,432 SF WAREHOUSE) (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) (120 SF MECH / ELEC) W4 *NOT INCLUDING MEZZ. THIS DRAWING IS FOR SHELL PERMIT ONLY UP 27'-0" RESTROOM W6 W6 W3 4' OPEN'G IN ABOVE FOR OOF ACCESS 8'-0" SPRINKLER RISER ELECT. ROOM (120 SF) ROOF LADDER SKYLIGHT ABOVE WAREHOUSE (3,432 SF) ILLUMINATED EXIT PATHWAY TO BE DETERMINED BY TENANT PERMIT. 6'-4" SKYLIGHT ABOVE-TYP 0 53' 4" „ LAND 12'-0" W3 N) N SPRINKLER RISER/ELECT. ROOM SIZE TO BE DESIGN BUILD BY FUTURE TENANT 200' SHORELINE I, CAPING / 5'-8" co / PROPERTY LINE THIS DRAWING IS FOR SHELL PERMIT ONLY SETBACK REFERENCE CIVIL DRAWINGS FOR LOCATION OF BUILDING ON SITE REVIEWED FOR CODE CQMPLIANci APPRAVED JUN 1 1 2014 BUILDING Tukwila VISION DOOR TYPES N.T.S. A 3'-0" STOREFRONT DOORS: MEDIUM STYLS AND RAILS COORD W/OPENING DETAILS FOR HEAD, JAMB AND SILL CONDITIONS AT STOREFRONT DOORS 3'-0" / X STOREFRONT DOOR SCHEDULE B EXT. DOOR C INT. DOOR 3'-0" .()w DOOR FRAME HARDWARE RE NOTES Door # Door Size zH) Type Thiekne Labe Mat Finish Color Mat!. Finish Color Group # 3 4 5 6 7 3"-.0.1x O"x 7'-0" 3'-0" x T-0" 3'-0" x 7'-O" 12"-0" x 14'-O 12'4" X 14'-0" 9 3'O"xTeO" 3'-O" x ^�['�O 3'-O" x 7'..00O" Sul, x T -O" A A B D B B C C By Manuf. By Manuf. By Manuf. By Manuf.. By Manuf. By Manuf. By Manuf. By Manuf. By Manuf. Alum. Alum. Metal Metal Paint Metal Paint Metal Anodized clear Alum. Anodized clear HW - Storefront entry 1,2,3,13,14,22. Anodized clear Alum, Paint match adj. Metal Paint Paint Paint Anodized h adj. Metal match adj. Metal per tenant Metal Paint per tenant per tenant. 10 3'-O" x 7' C By Manuf. Wood Paint Paint Paint Paint Paint Paint Paint Paint match as P-3 P-3 dj. h adj. match adj. per tenant per tenant H"IV- entry HW- NW - NW - roll -up door roll -up door hollow metal solidcore door -xit door A exit door ech room solid core restroom door 1,2,3,13,14,22 1,2, 5,13,14,18 1,2,3,13,24 1,2,3,13,24 1,2,5,13,14,18 1,2,5,13,14,18 1,14,18 1,13,1.4,18 Paint per tenant NW- solidcore restroom door 1, 14,18 11 3'-O" T -O" C nuf. Wood Pain per tenant Metal Paint per nant H' solid' core door 1,14,18 * Hardware DOOR AND FRAME REMARKS Verify sizeAerify header rovide exterior weather stripping and drip ca ware by manufacturer rovide panic release hardware. vide closer toallow 3 seconds to close 1 o be coordinated by contra ide heavy gauge hinges vide two 1" 3" x V-3" louvered vents with insect screens typ. Provide smoke seals 7 Weather strip. Coordinate with doorvmenufacturer Door knob to be ADA approved lever action handle. Apply ADA approved tactile grit to hazard area entry door knob 20 Not used rode frame with 4" head, jamb and sill to coord. wl masonry opening 22 Provide signage: "These doors to remain open during business hours" 23 Not used Garage door rovide sign stating "'Emergency exit only Alarm will sound if door is opened"., 26Exterior door and frame to be covered with roti siding _..: _... ide lock and hold -open only (for employee use only) sure from position or ru degrees, rovide lockable padlock and hasp. Floor mtd.. door stop. rovide panic "break away" hardware `Pre -hung hollow core. open position, nd glass panels. �EeEiv: Q CITY OF TUK,W.ILA.= APR 1.7,201-4,.....; P Provide butted frame at door opening.....:..M._._... nant responsible tomprovide door and jamb 12 IVerify rough opening and details with elevator manuf. I Provide lock ,.M1 T,.CENTER ..t 4 M� W a W a CITY REVISIONS 1 0 CITY REVISIONS 3 w I- 0 03/9/2011 07/19/2011 10/10/2011 04/07/2014 0 ylad = 142 Q CD Q Elm 00 = OC Q W M INN▪ 111.1 Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Tom Jordan Sheet Title: FLOOR PLAN 111111111111 11111 FLTLLErSEARS ARCHITECTS 1" AIR SPACE 7,-O" 31'-0" d- 3/4" PLYWOOD "DECK'G" 0/ FRAMING PER STRUCT. 1 1/2" DIA. MTL GUARDRAIL ANOPY BELOW RESTROOM CEILING BELOW MEZZANINE LEVEL (942 SF) EL. +14'-0" CONTINUOUS SLOPING WALL TO BE 42" MIN. ABOVE STAIRS. N r7 4'-0" 12'-0" 6'-0" INTERIOR 5/8" GWB 0/6" MTL STUD W/BATT INSULATION // 12'-0" 8'-0" op m1/4'E =1—InikNINE PLAN * CONTINUE BUILDING WRAP AROUND ALL INSIDE CORNERS. EXTEND BUILDING WRAP 12" BEYOND EXTERIOR SHEATING AT ALL SIDING SEAMS AND EDGES LL \\L CMU WALL PER STRUCT. BACKER ROD & CAULK PLAN DETAIL 4 \ WRB #1 0/EXTERIOR SHEATHING * HORIZ. PREFINISH MTL. SIDING PER ELEVATIONS * 2" PRE FINISHED CORNER TRIM 2" PREFINISHED MTL. TRIM * VERTICAL PREFINISH MTL. SIDING PER ELEVATIONS * WRB #1 0/ EXTERIOR SHEATHING NEOPRENE GASKET 4" PREFINISH MTL. TRIM EXTERIOR sri Apia!! r'. rF CMU WALL PER STRUCT. INTERIOR 5/8" GWB 0/8" MTL STUD W/BATT INSULATION STAIRS: 22T = 11" 24R = 7" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION WAT=R—RES STA\T BARB ERS TYPE DESCRIPTION WRB #1 VAPRO SHIELD, WRAP SHIELD AIR BARRIER WRB #2 GRACE VYCOR PLUS SELF ADHERED MEMBRANE WRB #3 VAPRO SHIELD SYSTEM © WINDOWS: VAPROFLASHING, VAPROFLASHING FACTORY FORMED CORNERS, VAPROTAPE, VAPROSILLSAVER, VAPROSILLSAVER SPACER, VAPROSILLSAVER CORNER AT CONCRETE AND DIFFICULT TO WATERPROOF AREAS USE: PROSOCO LIQUID FLASHING DAMPPROOFING SONNEBORN HYDROCIDE 700B SEALER DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC UNDERSLAB VAPOR BARRIER 15 MIL. MEMBRANE 0/ 4" GRAVEL PER SPECS WALL ASS -V BL -S IESC' ' EXTERIOR TYPE :k W1. EXTERIOR EXTERIOR CONCRETE TILT WALL: •• ... .�, '., 5 1/2" CONCRETE PANEL WALL PER STRUC 7, 7)O0Oc)(x 'Uj)uouuouOL )(7inonOO(m( -(7 (6" METAL FURRING WALL W/ R-21 BATT )()OOUO()O ( )O INSULATION WILL BE COMPLETED BY FUTURE TENANT) INTERIOR W2 EXTERIOR - 0 METAL SIDING: CORRUGATED METAL SIDING '( JS )4. n� )ri(n)n(nr,nO�(t TURAL �(�( 6" METAL GSTUDSER SPER RCSTRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W2A EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING AcTIQWT9 TURAL 8" METAL SHEATHINGSTUDS PER SPER CSTRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB 3 BUILT UP ROOF W/CAP EXTERIOR IJru1sJi*:r*J gwss?())(ITERI �� )l)l)ll)lX`INSULATION � ` EXTERIOR CMU WALL: 10" CMU BLOCK -SOLID GROUT - (6 METAL FURRING WALL W/ R-21 BATT WILL BE COMPLETED BY FUTURE INTERIOR TENANT) W. • INTERIOR ■ INTERIOR CMU SHEAR WALL: • FLOOR SECOND FLOOR ASSEMBLY: w•�w� ---=- 5/8" GWB 0/1" HATCH CHANNELS ,x )� 1" GYPCRETE 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT .•��■ �'�•t���� •tuJ'•�.�•� 8" CMU BLOCK -SOLID, GROUT INTERIOR 5/8 GWB 0/1 HATCH CHANNELS F W5 � INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB � � +P 1 l 8" METAL STUDS PER STRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W6 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB (5/8" MOISTURE RESISTANT GWB GWB AT RESTROOM WALLS) - LIU ,, 6" METAL STUDS PER STRUCT R-21 BATT INSULATION INTERIOR „ 5/8 GWB *P: e DE : I KING f GRAB BARS, ,TALL Mb NT LA A TORIES, . ,i H• «1RAILS W6 A INTERIOR INTERIOR DEMISING/PARTITION WALL: 1 �...._ SAME AS W6 BUT WITHOUT R-21 BATT . INSULATION INTERIOR W7 A ;_I I EXTERIOR EXTERIOR CMU WALL: tIII" -• - - -• ■eS.�•L �•�-•��� --- •_ k 8" CMU BLOCK -SOLID GROUT PER STRUCT. 1" AIR SPACE ............. ��. .XIP. ', )�`��`�t �V -8--A V........... I \ 6 METAL STUDS PER STRUCT R-21 BATT INSULATION INTERIOR 5/8" GWB W81 INTERIOR INTERIOR PARTITION WALL: 5/8" GWB 1 3 1/2" MTL STUDS PER STRUCT INTERIOR 5/8" GWB n W J INTERIOR INTERIOR SHEAR WALL: 5/8" GWB 0/PLYWOOD PER STRUCT. ' " E TRUCT R21 BATT INSULATION -- INTERIOR 5/8" GWB 0/PLYWOOD PER STRUCT. FLOOR/OOF ASSEVBL ES R1 EXTERIOR ROOF ASSEMBLY: 3 BUILT UP ROOF W/CAP -PLY SHEET . INTERIOR ■ PROTECTION BOARD R-30 RIGID INSULATION METAL DECKING PER STRUCT ROOF JOISTS PER STRUCT 2 FLOOR SECOND FLOOR ASSEMBLY: X X CEILING )� 1" GYPCRETE 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT OW011 RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER CITY REVISIONS 1 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 01 6,4 ezz ri Wb_ I o 4:: CCI W CC CAW F. re 1 M *ftiii al � W CM Job Number: 1005 Dote: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Tom Jordan Sheet Title: WALL TYPES DOOR SCHEDULE Sheet Number: dl 1111111 1111111111111111111 ® 2010 FULLER.SEARS ARCHITECTS COORDINATE LADDER INSTALLATION W/ TENANT IMPROVEMENT DRAWINGS AS REQUIRED FOR LADDER BLOCKING AND LADDER CAGE. ROOF OPEN'G MAY VARY. REFER TO STRUCT DWGS AND BUILD'G SECTIONS FOR FRAM'G CONDITIONS - TYP. SAFETY POST, FURNISH WITH SCUTTLE RADIUS TOP OF LADDER TYP. MTL ROOF FLASHING UNDER ROOF MEMBRANE CANOPY 4'-0" X 3'-0" ROOF HATCH ROOF'G MEMBRANE 0/ P.T. WD NAILER, FASTENED AT 12" 0.C. MIN MTL ROOF FLASHING UNDER ROOF MEMBRANE WALL AS OCCURS SEE FLR PLAN FOR LOCATION RIGID INSULATION FRAMING PER STRUCT MANUFACTURED ALUM LADDER OR PAINTED GALV STL AS A BID ALTERNATE OMNI 26 GA S.S. SCUPPER/CONDUCTOR HEAD W/SOLDERED JOINTS CONNECT DOWNSPOUT TO STORM DRAIN SYSTEM PER CIVIL DRAWINGS. 1'-6" • 7 • (2� A9.0 CANOPY T.O. PARAPET 30'-0" T.O. PARAPET 32' 0" • X EL. 28'-0" AFF B.O. DECKING ROOF COORDINATE ACCESS HATCH - W/ ROOM BELOW Az 7'-7 1/2" 4' X 8' SKYLIGHT i ENTER BETWEEN TRUCT. JOISTS TPO ROOF - TYP. • TPO ROOF - TYP. *HVAC UNIT QUANTITY AND LOCATION BY IIFLTURE TENANT 4' X 8SKYLIGHT T.O. PARAPET 30'-0" T.O. PARAPET 29'-0" EL. 26 B.O. ULCKING T.O. PARAPET BACK OF PARAPET CONDITION WHEN PARARAPET IS OVER 2' FACE OF WALL FINISH MAT'L. 32'-0" GALV. SPRING LOCK FLASHING W/ COUNTER FLASHING AS SHOWN 6" FASTENERS AT 8" 0.C. PROVIDE BLOCKING AS REQUIRED EXTEND GALV. MTL FLASHING UP WALL AND ATTACH AT 18" 0.C. LAP ICE & WATER SHIELD 0/TOP EDGE OF FLASHING ROOF MEMBRANE 0/ GALV. MTL FLASHING — WRAP UP WALL 18" RIGID INSULATION STRUCTURE VARIES — SEE STRUCTURAL DWGS SCUPPER 8c 6" DIA. PREFIN MTL. DOWNSPOUT SCUPPER 8c 6" DIA. PREFIN MTL. DOWNSPOUT 110 OVER FLOW OPENING IN SCUPPER COUNTER FLASHING TO WRAP OPEN'G ROOF MEMBRANE TO WRAP OPEN'G 1'-6" EXTERIOR SIDE OF PARAPET 'C/ SEALANT 8c ROD TYP. GALV. FLASHING TO WRAP CORNER - TYP. BACK OF PARAPET SIDING MATERIAL 8" MIN. l lVT 1'-2" J 6" 8" MIN. - EA. SIDE WRAP WATER RESISTANT BARRIER FLASH'G CONT. AROUND OPEN'G AND EXTEND 8" BEYOND EACH CORNER ON ALL SIDES TYPICAL DOWN SPOUT LINE OF WALL FINISH PLYWOOD DECKING SCUPPER SECTION 1" = 1'-0" M - IT BODY DAMPENING MATERIAL PER MANUF. FACTORY NAILER STRIP (2X) GALV. MTL FLASHING - TYP. ATTACH TO CURB AS REQ'D BY MANUF, GALV. MTL COUNTER FLASHING - TYP. FACTORY CURB ATTACH PER MANUFACTURER ROOFING MEMBRANE UP & OVER CURB ATTACH ROOF'G TO NAILER AT TOP OF CURB 18" OC, MIN 2 PLACES EA. SIDE SEE STRUCT. FOR TYP. OPENING SUPPORT AND ROOF PENETRATIONS ROOF STRUCTURE ROOF BLOCKING 7l MECH CURB DETAIL 1" = 1'-0" EA. SIDE INTERIOR SIDE OF PARAPET SCUPPER PLAN 1 1/2" = NOTE: TO TERMINATE COPINGS INTERSECTING HIGHER WALLS USE AN END CAP FLASHING THAT IS INTERGAL TO OR SOLDERED TO A FLANGE THAT IS BUILT INTO THE HIGHER WALL PROVIDE SELF ADHERED MEMBRAME (WRB #2) AT PARAPETS. OVERLAP AND FACE NAIL TO P.T. 2X TOP PLATE, TYP. EXTERIOR SIDE Adik T.O. WALL PER ELEVATIONS PROVIDE MTL END FLASHING WHERE PARAPET MEETS A WALL CONTINUOUS MTL. CLEAT, FASTEN AT 24" 0.C. MIN. PROVIDE 2X PT. BLOCK'G 1/2" GAP MAX PRE -FIN MTL COPING W/ HEMMED EDGES 0/ TAPERED WOOD SHIM 2X P.T. TOP PLATED ATTACH W/ 1/2"0 A.B. AT 4'-0" O.C. MAX. ROOF SIDE HIGH -DOMED, CAPPED, GASKETED FASTNERS PER RECOMMENDED SPACING BY NRCA CONT. MEMBRANE FLASHING: WRAP MEMBRANE OVER PARAPET WHEN ROOF IS LESS THAN 2' ABOVE ROOF DECK. WHEN PARAPET IS MORE THAN 2', PROVIDE SIDING/ROOF TRANSITION G WALL FRAMING AND SIDING VARIES - SEE ELEVATIONS PARAPET SIDE COPING DETAIL 1" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION SFC S COPING SEAM PROVIDE ICE & WATER SHIELD. EXTEND 12" BEYOND EACH SIDE OF SEAM-TYP. 4} COPING DETAIL PRE FIN MTL COPING W/DRIP EDGE. T.O. FRAMING PER ELEVATIONS CONT MTL CLEAT FASTEN AT 24" OC MIN EXTERIOR SIDE PROVIDE 2 ROWS BUTAL TAPE EACH FACE, MIN. 1/2" FROM EDGE. HIGH -DOMED, CAPPED, GASKETED FASTNERS PER RECOMMENDED SPACING BY NRCA. PRE FIN METAL COPING PER FINISH SCHEDULE. BUTT JOINT AS SHOWN (©SEAM) PRE -FIN MTL FLASHING 0/ ICE & WATER SHIELD. OVERLAP MIN. 6" EACH SIDE OF SEAM AS SHOWN D114)6i PARAPET SIDE PREFINISHED METAL COPING 2X PT WOOD CAP SEALANT EXTEND FLASHING UP WALL 18" MIN. EXTEND ROOFING MEMBRANE UP & UNDER PARAPET COPING MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD 0/ RIGID INSULATION WRAP WRB #2 (SELF ADHERED MEMBRANE) OVER WOOD PARAPET CAP TAPERED P.T. 2X BLOCKING HIGH -DOMED, CAPPED, GASKETED FASTNERS AT NCRA RECOMMENED SPACING AND SIZING CONC. TILT WALL PANEL TERMINATION BAR W/SPRING LOCK FLASHING IF PARAPET IS OVER 24" WRAP ROOF MEMBRANE UP WALL 12" MIN. MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD 0/ RIGID INSULATION COPING DETAIL P.T. WOOD SPACER CMU PER ELEVATIONS CMU PARAPET DETAIL 1 1/2" = DRAFT SEAL SKYLIGHT RETAINING FRAME ALUMINUM CURB FRAME MTL FLASING UP AND OVER CURB ROOF MEMBRANE UP 12" MIN. MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD SKYLIGHT GLAZING 8 7/8" 0 1 MTL ROOF DECKING SEE STRUCT. FOR FRAMING OF ROOF OPENING THERMAL BREAK WOOD CURB ATION FINISH TRIM OR 5/8" GWB BY FUTURE TENANT RIGID LATION WOOD BLOCKING RECEIVED CITY OF TU K W ILA APR 1 7 2014 PERMI CENTER SKYLIGHT CURB DETAIL 1 1/2" = w CC .11 PERMIT SUBMIT CITY REVISIONS 1 REVISIONS 2 CITY REVISIONS 3 w 03/9/2011 07/19/2011 10/10/2011 04/07/2014 O CO Q W CC CO y __ © W= zia ma Q 00.3" m3 Id ', =W 0� �- who ii Cal o � Job Number: 1005 Date: MARCH 9, 2011 Principal In Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Tom Jordan Sheet Title: ROOF PLAN ROOF DETAILS Sheet Number: 1111 mil 1111111111111 11111111111 111111111111 IIIA 1111111111 2010 FULLER -SEARS ARCHITECTS drawing is not 24 EL. +32'-0" T.O. PARAPET EL. +14'-0" MEZZ. FIN. FLR. EL. +0' T.O. CONC. SLAB ROOF TOP MECH EQUIPMENT - I BY FUTURE TENANT SKYLIGHTS - COORD LOCATION W/STRUCTURAL DRAWINGS MECH/ELECTRICAL ROOM BEYOND Alimmmisommos sommossummossommos I�I_�IH FURRIN WALL W/BATT INSULA ION BY FUTURE TENAN RESTROO WAREHOUSE OFFICE BUILDING SECTION -NORTH SOUTH LOOKING EAST 6'-3" CLR. VINYL FLOOR IN/ ADA TRANSITION STRIP AT DOOR CMU SHEAR WALL 5' 0 TURNING CIRCLE 5'X5' TOILET CLEARANCE VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR 36"X48" CLEAR FLOOR SPACE PLAN 0 CID CV D J U Co TOILET 2X6 FURRED WALL —J J U 0 0 0 0 4'-6" MIN. 18" MIN CD cV ELEV J / 3" ki 12" MAX 0 TOILET ELEV 3 ENLARGED TYP. RESTROOM PLAN & ELEVATIONS 1 /8" = 1'-0" ELEV ELEV COUNTERTOP EL. +30'-0" T.O. PARAPET EL. +0' di T.O. CONC. SLAB EL. +30'-0" T.O. PARAPET FURRING WALL W/BATT INSULATION BY FUTURE TENANT EL. +0' T.O. CONC. SLAB -411 RESTROOM WALL BEYOND LOADING BAY DOOR BEYOND FL RING WALL W/BATT INSULATION BY FUTURE TENANT WAREN USE { EL. +30'-0" T.O. PARAPET EL. +0' T.O. CONC. SLAB BUILDING SECTION - EAST WEST LOOKING NORTH REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION TOILET ROOM NOTES STANDARD LANDLORD PROVIDED FIXTURES: 1. FLOOR MTD. TOILET 2. WALL MTD. LAVATORY 3. EXHAUST FAN (75 CFM MIN. RATING) 4. LIGHTING PER ELECTRICAL DWG'S 6. 4" H COVED BASE 7. GRAB BARS - TO WITHSTAND 250# POINT LOAD 8. ADA REQ'D. DOOR SIGNAGE 9. TOILET PAPER DISPENSER 10. SANITARY NAPKIN DISPENSER 11. LIGHT FIXTURE W/ WALL SWITCH 12. INSULATE OR GUARD EXPOSED DRAIN AND HOT WATER PIPES UNDER THE LAVATORY. NOTE: TOILET FLR PLAN CONFIGURATIONS MAY VARY. COORD THIS TOILET AREA PLAN W/ FLR PLANS AND PROVIDE AT MIN CLR TYP DIMENSIONS AS SHOWN TOILET ROOM FINISHES 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. ® PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. 0 0 TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-O" AFF TO CENTERLINE, AND 2'-6" FROM REAR WALL. SEAT COVER DISPENSOR USING BOBRICK B-4221 CONTRA SERIES SOAP DISPENSER BY BOBRICK, #B-155, MOUNT AT 3'-4" AFF (2 EACH) GRAB BAR BY BOBRICK, MOUNT AT 2'-11" AFF, (1) 3'-0" LONG BAR AT BACK WALL - HOLD 6" FROM CORNER, (1) 3'-6" LONG BAR AT SIDE WALL - HOLD 12" FROM CORNER. (B490-36 AND B490-42) WALL & CEILING PAINT: BENJAMINE MOORE #2140-70 "WINTER WHITE" P -LAM WAINSCOTT TO 4'-0" AFF W/ POLISHED MTL. TRIM EDGE FORMICA #692-58 "FOLKSTONE CELESTA" MATT FINISH SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 BARRIER FREE GENERAL NOTES The following shall be required in all units noted to be handicapped accessible on the drawings: — Thresholds shall be flush or beveled with a maximum edge height of 1/2", and shall not slope more than 1 in 2. — The height of accessible water closets shall be 17" to 19" measured to the top of the seat, seats shall not be sprung to return to a lifted position. — Lavatory faucets shall be lever type or operable by a closed fist with a force not to exceed 5 pounds. Faucets shall be no more than 17" from the front edge of the lavatory or counter. Self closing valves if used shall remain open for at least 10 seconds per operation. — Where mirrors or shelves are provided, at least one shall be installed so that the bottom of the mirror or the top of the shelf is within 40" of the floor. All 2/10 doors shall be provided w/offset hinges such that a 32" minimum clear opening is provided. D \\-ori • RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER w PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 0, eth Ca E. cx Id9 can Po▪ o g VIM Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Project Manager: Drawn By. Steve Sears Tom Jordan Tom Jordan Sheet Title: BUILDING SECTIONS © 2010 FULLER•SEARS ARCHITECTS is a reduced print. IMMO EL. 30'-0" T.O. PARAPET 1" "V' GROOVE REVEALS P-2 TILT UP CONC. WALL PANELS COLOR TRANSITION -TYP. P-3 TILT UP CONC. WALL PANELS Ak EL. 32'-0" T.O. PARAPET 8'-O" 6" MTL COPING 8'-O" LINE OF ROOF LINE OF ROOF • • a! *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 6" MTL COPING M LIGHT FIXTURE (L-2) EAST ELEVATION 1/8" = 1'-0" MTL SIDING LIGHT FIXTURE (L-4) J -BOX AT 15'-0" MTL SIDING 6" MTL COPING MTL SIDING TOP 2CCOURSES U CMU it CMU EL. 32'-0" T.O. PARAPET 411-1 10" PRE FIN O M 4 MTL TRIM TYP. EL. 24'-0" B.O. HEADER 4" MTL TRIM - TYP. 2" MTL TRIM - TYP. M-1 4" MTL TRIM - TYP. M-1 PRE FIN MTL CANOPY 0 EL. 11'-0" B.O. CANOPY 1-1 10" MTL TRIM - TYP. \' LIGHT FIXTURE (L-1) 4" MTL TRIM - TYP. M-1 4" BENT MTL TRIM 0/4" HIGH CONC. CURB - TYP. ROOF TOP MECH. UNIT BEYOND SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) 24'-8" M-4 10" PRE FIN MTL TRIM Ai EL. 24'-0" B.O. HEADER 2" MTL TRIM - TYP. M-1 4" MTL TRIM - TYP. 4" MTL TRIM - TYP. 24'-8" al===���ie====ii M-4 10" MTL TRIM - TYP. olL EL. 14'-0" T.O. MEZZ FLR FINISH EL. 11'-0" B.O. CANOPY ePRE FIN MTL CANOPY LIGHT FIXTURE (L-1) J -BOX AT 8'-6' 4" MTL TRIM - TYP. oeeeeeseseeeeeeeeee1leeeee e®®®tee■ sees e■�eeeee�iee®®_■■® ��e•�� ■•�■■es_I_ O®®M 1 eeeeeeee®_eeeeee1 a®®ee■ e_ee_®■Ie■®®e■i ,.,.�.. ______®tee®��®■•__,4 a ■eeee•_eeeeeleeee. 11eeeeeeeee_eeeeeIPA10 eese eeeeee■1.eees1 —■■®w.®ee®e■ie®®�e■■v°�e�iv� MEI �eee�i e�®i1®�®��e�ev�i EL. 30'-0" T.O. PARAPET IV ANODIZED ALUM. STOREFRONT CO co ANODIZED ALUM. STOREFRONT Ask *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 4" MTL TRIM 4" MTL TRIM WEST ELEVATION 1/8" = 1'-0" • I A9.1 6" DIA. CMU DOWNSPOUT CONTROL JOINT BEHIND DOWNSPOUT EL. 22'-0" B.O. HEADER IV LINE OF ROOF it EL. 30'-0" T.O. PARAPET 1" "V' GROOVE REVEALS 0 TILT UP CONC. WALL PANELS 9PRE FIN MTL CANOPY PRE FIN MTL CANOPY Au EL. 11'-0" B.O. CANOPY EL. 14'-0" B.O. HEADER ROLL UP DOORS - TYP TILT UP CONC. WALL PANELS 6" MTL COPING 6" MTL COPING MTL SIDING 0" -�„ 2' 11 12" PRE FIN BENT MTL TRIM - TYP. M-4 EL. 32'-0" T.O. PARAPET 10" PRE FIN MTL TRIM - TYP. M-4 O EL. 24'-0" B.O. HEADER 4" MTL TRIM - TYP. 2" MTL TRIM - TYP. SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) EL. 14'-0" T.O. MEZZ FLR FINISH EL. 11'-0" B.O. CANOPY IV BEHIND CANOPY - TYP.10" MTL TRIM M-4 LIGHT FIXTURE (L-1) J -BOX AT 8'-6' PRE FIN MTL CANOPY P-1 MTL SIDING/GATE 00 LIGHT FIXTURE (L-4) J -BOX AT 13'-6" TRUCK LOADING BAYS LIGHT FIXTURE (L-2) J -BOX AT 8'-6" NORTH ELEVATION C-2) 1/8" = 1'-0" LINE OF ROOF 2 6" MTL COPING M-5 CMU C-1 TOP 2 COURSES CMU C-2 1 1 1 1 1 1 1 1 1 1 1 1 1111 1 1 1 1 1 1 1 1 1 I I I I I I I 11 1ILI-L-I 1 1 1 1_I_I.1.1-1-1 1 1 1--I • 4" DIA. DOWNSPOUT I L I 11 I II I I I` 1 I I I 1 I I 1 1 I 1 1 1 1.-1 1 1 1 I I I 1 I 1 1 1 1 1 1 1 1 1 1 I 11111 1 1 1 1 1 1 1 1 1 1111 .111111 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 1 I1 1 1 1 1 1 1 1 1 1 1 1 1• -I -I •1 1 1 1 I. 1 1 1 1111 1 111.1,1 .1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 ,11 1 1 1 1 1 .1 1 1 1 1 -1 1 1 I 1 1 1 1 I 1 1 1 1 1 1- 1 1 1 1 1 111 I I I I 1- 1 1. 1 1 1 1 I 11. 11 11 11 I J ! I I l 1 1 -I 1 1 1 I 1 1 I 1 1 1 .11 1 1 1 I 1 1 I I I I I 1 1. 1 1 1. .1 1 1 1 1 1. 1.. •l l 1 11I111II 1111 I1111•!.1 I.111,(.1I 1 1 1 1 1 ..I.. I ..1 :1 1. I .I 11 1 I 1 1 1 1 1 1 .1 1. 1 1 1 1111 11 1 1 1 1 1 1 1 I 1 J 1 1 1 1 1 1 1 1 1 111111 . 1..1-1 II I.. 29'- ,l 29'-4" *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 13 A9.1 CMU CONTROL JOINT SOUTH ELEVATION 1/8" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION 12" PRE FIN BENT MTL TRIM - TYP. Kiy M-4 EL. 30'-0" *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT T.O. PARAPET CMU TRASH ENCLOSURE C-3 CMU RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 w 0 03/9/2011 07/19/2011 10/10/2011 04/07/2014 O C11 Co) M ugh Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: EXTERIOR ELEVATIONS 2010 FULLER -SEARS ARCHITECTS WINDOW TYPES 12'-0" / 2'-2" c CV in 7'-6" 4" CONC. CURB 3'-2" 2'_2" 0 4" CONC. CURB 00 0 0 CO 0 /1'-11" j 3'-2" y''-10" j 3'-2" ,1'-11" / in 7'-6" 2'-2" 3'-2" 2'_2" / EXTERIOR LIGHT FIXTURE SCHEDULE '-11" 1 3'-2" 12'-0" '1'-10"y 3'-2" X1'-11"/ 1 7'-6" a 7 2'-2" 3'-2" 2'-2" / 7'-0" 1'-11" 3'-2"'-11" / REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION Type Description Mfgr. Catalog No. Lamps Note Qty Type T T SEE P\L\AN FOR DOaP\ SWING 2 DIRECTI9N� T ,��/ T T. ■j'- �.. L-2 WALL PACK, 175 WATT M.H. DARK BRONZE ALUM, HOUSING WET LOCATIONS 277V 0 4" CONC. CURB 00 0 0 CO 0 /1'-11" j 3'-2" y''-10" j 3'-2" ,1'-11" / in 7'-6" 2'-2" 3'-2" 2'_2" / EXTERIOR LIGHT FIXTURE SCHEDULE '-11" 1 3'-2" 12'-0" '1'-10"y 3'-2" X1'-11"/ 1 7'-6" a 7 2'-2" 3'-2" 2'-2" / 7'-0" 1'-11" 3'-2"'-11" / REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION Type Description Mfgr. Catalog No. Lamps Note Qty Type L-1 WALL MOUNT WITH BRACKET ARM, COMPACT FLUORESCENT WITH REMOTE ELECTRONIC BALLAST, SATIN AL. FINISH LURALINE HL302XL-WM-CPR-SA- 32-TE/R (120V) 22" DIAMETER SHADE - PL -T 32W/ 30/4P SEE ELEVATIONS L-2 WALL PACK, 175 WATT M.H. DARK BRONZE ALUM, HOUSING WET LOCATIONS 277V DURAGUARD OR EQUAL NWLT-175MHWP-277V - M175/ U/MED SEE ELEVATIONS - ABOVE "BACK" EXIT DOORS L-3 BOLLARD TYPE FIXTURE TBD ALONG DRIVEWAYS IN LANDSCAPING L-4 WALL PACK, 175 WATT M.H. DARK BRONZE ALUM. HOUSING WET LOCATIONS LABEL DURAGUARD OR EQUAL D-175MHMWP-MT-PC - M175/ U/MED SEE ELEVATIONS NOTE: L-1 & L-2 LIGHTS AT REQUIRED EXIT DOORS (® ) SHOULD BE WIRED SO THAT THEY BECOME EMERGENCY LIGHTS (W/ BATTERY BACKUP) WATER -ES STA\T 3A ESS TYPE DESCRIPTION WRB #1 VAPRO SHIELD, WRAP SHIELD AIR BARRIER WRB #2 GRACE VYCOR PLUS SELF ADHERED MEMBRANE WRB #3 VAPRO SHIELD SYSTEM © WINDOWS: VAPROFLASHING, VAPROFLASHING FACTORY FORMED CORNERS, VAPROTAPE, VAPROSILLSAVER, VAPROSILLSAVER SPACER, VAPROSILLSAVER CORNER AT CONCRETE AND DIFFICULT TO WATERPROOF AREAS USE: PROSOCO LIQUID FLASHING DAMPPROOFING SONNEBORN HYDROCIDE 700B SEALER DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC UNDERSLAB VAPOR BARRIER 15 MIL. MEMBRANE 0/ 4" GRAVEL PER SPECS REVIENED FOR CODE COMPLIANCE. APPROVED APR /1 2012 City of Tukwila BUILDING DI VISION 6'-0" 2'-0 1 /2 1'-11" 2 -0 1/2 FINISH SCHEDULE STOREFRONT GENERAL NOTES 1) ALL STOREFRONT TO BE 4Y2"x2" SYSTEM, ALUM. FRAME WITH THERMAL BREAK MULLIONS -TYP. U.N.O. 2) REQUIRED MINIMUM GLAZING SOLAR HEAT GAIN COEFFICIENT - REFER TO SHEET A0.1. 3) T: INDICATES TEMPERED GLASS. 4) REQUIRED MINIMUM GLAZING U -VALUE - REFER TO SHEET A0.1. 5) CONTRACTOR TO FIELD VERIFY ALL ROUGH OPENING DIMENSIONS. 6) STOREFRONT TEMPERED GLAZING AS REQUIRED PER IBC 2009 SECTION 2406.4-5,6,&7. 7) SUBCONTRACTOR TO CONFIRM EXTENT OF TEMPERED GLASS MEETS CODE REQUIREMENTS. 8) GLAZING TO BE CLEAR - TYP. U.N.O. DESCRIPTION COLOR 0CMU C-2 CMU 0 CMU INTEGRAL COLOR 8X8X16 BLOCK INTEGRAL COLOR 8X8X16 BLOCK INTEGRAL COLOR 8X8X16 BLOCK FS KHAKI 2% SMOOTH MU UAL MATERED IA BH MUTUAL MATERIALS MOUNTAIN BROWN SMOOTH SAND BLASTED FINISH MUTUAL MATERIALS MOUNTAIN BROWN SPLIT 0 METAL CANOPY 0 CONCRETE TILT PANELS CONCRETE TILT PANELS, P-3 METAL ROLL -UP DOORS, EXTERIOR EXIT DOORS 0 CONCRETE TILT PANELS (BUILDING A ONLY) PAINT PAINT PAINT PAINT BENJAMIN MOORE #HC 84 BENJAMIN MOORE PLATINUM GREY BENJAMIN MOORE #HC 167 BENJAMIN MOORE #HC 98 0 METAL SIDING e2 METAL SIDING e3 METAL SIDING ®, METAL SIDING e4 METAL TRIM Ei-) MTL COPING ED MTL REVEAL EDMTL DOWNSPOUTS e MTL CANOPY ROOFING VERTICAL CORRUGATED MTL SIDING VERTICAL CORRUGATED MTL SIDING VERTICAL CORRUGATED MTL SIDING HORIZONTAL CORRUGATED MTL SIDING TRIM AT WINDOW HEADERS AND STOREFRONT COLUMN WRAP METAL TRIM AND COPING 2" MTL REVEAL/BENT METAL TRIM PRE FINISHED 6" DIA. MTL PIPE CORRUGATED MTL ROOFING METAL SALES - V LINE 32 ZINCALUME (24 GA.) TERRA COTTA METAL SALES - V LINE 32 ZINCALUME (24 GA.) HEMLOCK GREEN METAL SALES - V LINE 32 ZINCALUME (24 GA.) MISTIQUE PLUS METAL SALES - V LINE 32 ZINCALUME (24 GA.) MISTIQUE PLUS METAL SALES - FLAT PANEL METAL (24 GA. SANDSTONE GA.) ZINCALUME (22 GA.) METAL SALES COLOR TO MATCH ADJACIENT SIDING -- ZINCALUME (16 GA.) METAL SALES - V LINE 32 ZINCALUME (22 GA.) SANDSTONE (COLOR ON BOTH SIDES) ALUMINUM WINDOWS ALUMINUM STOREFRONT WINDOWS KAWNEER 451 - CLEAR ANODIZED ALUMINUM -Olaf ECEIVE MAR 05 2012 PERMIT CENTER tio PERMIT SUBMITTAL grm Vd 0 0 es� 0 Ov➢ 0 co w H 0 03/9/2011 07/19/2011 10/10/2011 0 N Job Number: 1005 Date: MARCH 9, 2011 Principal In Charge: Project Manager: Drown By. Steve Sears Tom Jordan Tom Jordan Sheet Title: EXTERIOR ELEVATIONS © 2010 FUU.ER•SEARS ARCHITECTS it is a reduced print. Adjk EL. 30'-0" AFF 111-1 TOP OF PARAPET jai SEE ROOF PLAN A2.2 BOTTOM OF DECKING opph EL. 17'-8" B.O.ILI BRACKET GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME auk EL. 14'-0" ILI B.O. OPENING Ci) TERMINATION BAR WALL 18" MIN. TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. 4 '4 : i• 8 • ROOF JOISTS PER STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT VERTICAL LIFT ROLL -UP DOOR 4,-0" 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN CONT. STEEL EMBED PLATE ABOVE OPENING EXTERIOR DOOR TRACK PAINTED GALV STL CHANNEL W/ NELSON STUD EMBEDS (5 EA.) AT EA. ROLL UP DOOR JAMB INTERIOR SLOPE 1/4" PER 1'-0" A .O '1 On 0 0 V.0 . O O. O. JO p' �.Q 000470°' q�8Q8 �°a_8 B°09 t3,7•8-.8).8.§0.8 .Oo�oo 090000...o.ss•-e.x.,QB&:°d.OS..o.A�B I 1.{{ 11"'"':11'-°1{ 1 Its 1 1111 111 - is :O:uO.rr4R08.g•8e''6°p '••QUB800'o° 900p :0p0 • ..00,08,..°apo may... PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION EL. 0'-0" T.O. CONC. SLAB 1/2" = 1'-0" • EL. - SEE ROOF PLAN B.O. ROOF SHEATHING ® EL. +22'-0" AFF B.O. HEADER ® EL. +16'-0" AFF B.O. SILL WINDOWS PER WINDOW SCHEDULE N. 10" SMOOTH FACED CMU • EL. +8'-8" AFF B.O. PROJECTED BLOCK tI — ll mal 1 COURSE OFFSET EXTERIOR 10" SPLIT FACED CMU METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT INTERIOR ci•Cgoci'd •a..dopc•6,..aCj�r q. ,BC -d 0.• pQ 0D0 0°''000 90.0.•'90.00 9QZ .•'p(a0 n.. PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP. SEE ALSO CIVIL DRAWINGS c2) WALL SECTION FOOTING PER STRUCTURAL 1/2" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER Il -obi 6111. ,1111111 cn w egC co CC11 CITY REVISIONS 1 CITY REVISIONS 2 W F -- 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 O N 1 Vi 0 :s mm 2E gm = 1 La CO VD CC3 min ImoC Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS Sheet Number: IIiIVtlIIIIiIIIVViI pllVllll © 2010 FULLER -SEARS ARCHITECTS it is a reduced print. igik EL. 32'-0" AFF TOP OF PARAPET SEE ROOF PLAN A2.2 Mu BOTTOM OF DECKING Am EL. 24'-0" 11-1 B.O. HEADER EL. • • • • EL. 18'-0" B.O. WINDOW OPENING ak EL. 14'-0" T.O. MEZZ. FLOOR FINISH (GYPCRETE) olik EL. 11'-0" B.O. CANOPY/HEADER VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM • • • • • 5' 5' 5' I ti WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM • 5' • • • • • • r i i • • • • • • 6X10 HSS HEADER W/ PRE FIN MTL WRAP EXTERIOR ALUMINUM STOREFRONT SYSTEM PER WINDOW SCHEDULE CONC. STEM WALL EXTEND 4" ABOVE FIN FLR. PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS!:I TO STORM DRAIN PER CIVIL DWGS • • • • .� INTERIOR • SLOPE 1/4" PER 1'-0" p 0.0 ° • O ° QQ 000;. .J .. .LJ . Li • 5' • I SIM FOOTING PER STRUCTURAL .•.1 . i WALL SECTION PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0 TERIO: HE THING - TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB 1/2" = 1'-0" igh EL. 32'-0" AFF TOP OF PARAPET (VARIES) • • • 5' VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR SHEATHING - TYP , It SEE ROOF PLAN A2.2 • • 11-1 BOTTOM OF DECKING • TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. EL. 24'-0" B.O. HEADER WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM KNIFE PLATE PER STRUCT. gok EL. 16'-1" B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J -BOX LOCATION. Ask EL. 14'-2 1/2" 11-1 B.O. BRACKET jok EL. 14'-0" T.O. MEZZ. FLOOR (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME FINISH • 5' • 5' • . • • • • • 5' I • & / 4'-0" 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN 10X6 HSS HEADER W/ 10" PRE FIN MTL TRIM PROVIDE WRB#2 AT KNIFE PLATE PENETRATIONS EXTERIOR ALUMINUM STOREFRONT SYSTEM PER WINDOW SCHEDULE CONC. STEM WALL EXTEND 4" ABOVE FIN FLR. PROVIDE TIGHTLINE CONNECTION INTERIOR SIM SLOPE 1/4" PER 1'-0" e a• a '•� o ° •i °.. • O oo x08 @?°0.�°3 8 8:0..(O9oo 09 —Pi0tt 0°' .q, •..o•DQ8 &. h.0 ..o.nr. tU1- LL, �i T�".S..: ww� ■w I rr I I: we. ry rw� r OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION 2/ 1/2" = 1'-0„ ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL HSS HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB S REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER b4114-061 CC) a LSI tr I- CO 0 CO I- 11, CITY REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 w F- 0 03/9/2011 07/19/2011 10/10/2011 04/07/201 Tem 00) coo M CIO cm tola 413 CC ca aim Job Number 1005 Datc MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn Dy. Tom Jordan Sheet Title: WALL SECTIONS Sheet Number: 1411h FltlErSEARS ARCHITECTS i WALL SECTION PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0 TERIO: HE THING - TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB 1/2" = 1'-0" igh EL. 32'-0" AFF TOP OF PARAPET (VARIES) • • • 5' VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR SHEATHING - TYP , It SEE ROOF PLAN A2.2 • • 11-1 BOTTOM OF DECKING • TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. EL. 24'-0" B.O. HEADER WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM KNIFE PLATE PER STRUCT. gok EL. 16'-1" B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J -BOX LOCATION. Ask EL. 14'-2 1/2" 11-1 B.O. BRACKET jok EL. 14'-0" T.O. MEZZ. FLOOR (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME FINISH • 5' • 5' • . • • • • • 5' I • & / 4'-0" 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN 10X6 HSS HEADER W/ 10" PRE FIN MTL TRIM PROVIDE WRB#2 AT KNIFE PLATE PENETRATIONS EXTERIOR ALUMINUM STOREFRONT SYSTEM PER WINDOW SCHEDULE CONC. STEM WALL EXTEND 4" ABOVE FIN FLR. PROVIDE TIGHTLINE CONNECTION INTERIOR SIM SLOPE 1/4" PER 1'-0" e a• a '•� o ° •i °.. • O oo x08 @?°0.�°3 8 8:0..(O9oo 09 —Pi0tt 0°' .q, •..o•DQ8 &. h.0 ..o.nr. tU1- LL, �i T�".S..: ww� ■w I rr I I: we. ry rw� r OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION 2/ 1/2" = 1'-0„ ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL HSS HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB S REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER b4114-061 CC) a LSI tr I- CO 0 CO I- 11, CITY REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 w F- 0 03/9/2011 07/19/2011 10/10/2011 04/07/201 Tem 00) coo M CIO cm tola 413 CC ca aim Job Number 1005 Datc MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn Dy. Tom Jordan Sheet Title: WALL SECTIONS Sheet Number: 1411h FltlErSEARS ARCHITECTS If this drawing is not 24" * 36" it is a reduced print. TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. 6X2 HSS CANOPY PURLINES TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL CORRUGATED MTL ROOFING PER FINISH SCHEDULE 4,-3" 7" 2'-10" MTL KNIFE PLATE WELDED TO 6X2 - CANOPY FRAME (Sc BOLTED TO KNIFE PLATE FROM WALL FRAMING WINDOW OPENING BELOW FACE OF HSS HEADER FACE OF BUILDING SIDING cco 1 10 WINDOW OPENING BELOW 00 CANOPY PLAN 1 /4"=1'-0" TOP OF PAINTED GUARDRAIL TOP OF PAINTED HANDRAIL STAIR FRAMING PER STRUCTURAL CLOSED RISER al 11 4 :a • STAIR SECTION TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES 4,-3" )1 TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL CORRUGATED MTL ROOFING PER FINISH SCHEDULE NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING FACE OF BUILDING 7" 2'-10" 1 00 1+- - 1 00 DOOR OPENING BELOW DOOR OPENING BELOW 0 00 N 2� CANOPY PLAN 1/4"=1'-0" 3'-8" TOP OF PAINTED GUARDRAIL: 142" x 1—Y2" x Ya" HSS 1—Y" 0 PAINTED HANDRAIL. ENDS OF HANDRAIL TO TURN DOWN 1—Y2"x1—Y"xYe"HSS PAINTED STANCHIONS %" 0 PAINTED ROD WELDED TO STANCHIONS BOLTED CONNECTION TO STRINGER PER STRUCTURAL CENTER PLATE ON STAIR TREAD CLEAR DIMENSION BETWEEN RODS TO BE LESS THAN 4", TYP. � STAIR ELEVATION rr SLOPING WALL 42" HIGH ABOVE STAIRS, TYP. Ai EL. 14'-0" MEZZANINE CONTINUE AND TURN HANDRAIL AT CORNER EL. 9'-4" T.O. LANDING STAIR LANDING: EL. 0'-0" GROUND FLOOR OPENING IN WALL BEYOND WD POSTS PER STRUCT. (PAINT) STAIR FRAMING PER STRUCTURAL (PAINT) WALL OF RESTROOM BEYOND RESTROOM CEILING STRUCTURE BEYOND 1 1/2" DIA HANDRAIL ATTACHED TO WALL PROVIDE BLOCKING AS NEEDED PAINT COLOR TO BE DETERMINED BY TENANT STAIR SECTION 1-2" 0 HANDRAIL AT 3'-0" 7) 1—Y" x 1-2" HSS STANCHIONS BOLTED CONNECTION TO STRINGER 3'-4 1/2" TYP. I STAIR FRAMING \` PER STRUCTURAL CLOSED RISER PROVIDE NON—SKID RUBBER COVERING AT TREADS, TYP. (s) STAIR SECTION PLYWOOD TREADS AND RISERS. PROVIDE NON—SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. ® TOP OF RUN HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWARD, TYP. 1 1/2" DIA HANDRAIL ATTACHED TO WALL PROVIDE BLOCKING AS NEEDED 1 1/2" DIA HANDRAIL ATTACHED TO WALL PROVIDE BLOCKING AS NEEDED HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWARD, TYP. TYPICAL STAIR DTL. CO BOTTOM OF RUN STANCHION NOT REQUIRED, WHERE ADJACENT WALL OCCURS AND IS 42" OR HIGHER ABOVE PAINTED HSS 1—Y2' x 142" x Y8" © 3'-8" 0.C. CENTER POST ON STAIR TREAD, TYP. STAIRS \ )1 >— PAINTED PLATE 3 WITH (4) Y2" DIA. THROUGH BOLTS 4" O.C. N PAINTED PAINTED STAIR FRAMING PER STRUCTURAL It WASHER YB"x 2" x 0'.2" TYP. STANCHION AT STAIR 7 fcr ,Sec.„,,, -1.--0/1 /D/Z,6 I/3C) G1 c,(41 --d ✓ ✓' 141 L! /1(.-- i 7r Gj �fJ i-" 11 r j "t''i a 1"i C•Z, o r'd Com p h rk 4 t;r4c.,e,� 1°) 2 I /0') 3 `or 11 REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila BUILDING DIVISION ECEWED JUL 21 2011 PL'a 1T CENTER 41.1104 REMARKS PERMIT SUBMITTAL CITY REVISIONS 1 DATE 03/9/2011 07/19/2011 I� r CM Job Number. 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: CANOPY PLANS BUILDING DETAILS Sheet Number: A9.0 © 2010 FULLER•SEARS ARCHITECTS If this drawing is not 24' ELEVATION FLASHING RECESS WITHIN MTL SIDING AT MISC. PROTRUSION KNIFE PLATES & OTHER PROTRUDING EXTERIOR FRAMING PROVIDE ICE AND WATER SHIELD AROUND KNIFE PLATE PENETRATION PREFIN MTL JAMB TRIM W/ HEMMED EDGES / \ / SEALANT AS REQ'D AT ALL SEAMS TYP CN w FLASHING DETAIL 1 1/2"=V-0" 4" A ELEVATION WALL CONSTRUCTION VARIES, SEE PLAN PRE -FIN MTL SIDING PER ELEVATIONS PRE -FIN MTL FLASHING W/ MANUF. RECOMMENDED FASTNERS W/ NEOPRENE GASKETS AND INTEGRAL WASHERS TYP. MAINTAIN EQUAL LEGS ON BOTH INSIDE & OUTSIDE FLASHING DETAILS AS SHOWN CV 2" PRE -FIN MTL 'J' FLASHING EA SIDE PRE -FIN MTL FLASHING W/ MANUF. RECOMMENDED FASTNERS W/ NEOPRENE GASKETS AND INTEGRAL WASHERS TYP. MAINTAIN EQUAL LEGS ON BOTH INSIDE/OUTSIDE FLASHING DETAILS AS SHOWN EXTERIOR PRE -FIN MTL SIDING PER ELEVATIONS WALL CONSTRUCTION VARIES, SEE PLAN MTL SIDING DETAIL 1" AIR SPACE -TYP. GRID 7/ 4 I a '1 ' 4' CMU PER ELEVATIONS OFFSET ONE CMU COURSE 1/2" - SOLID GROUT BLOCK FINISH PER ELEVATIONS MTL STUD FURRING WALL W/BATT INSULATIONBY FUTURE TENANT 4 A A 4' CMU OFFSET DETAIL 4 —] 11 PRE -FIN. DRIP FLASH W/ rl HEMMED EDGE PROVIDE ICE AND WATER SHIELD AROUND KNIFE PENTRATION. EXTEND 12' MIN. AROUND ALL EDGES KNIFE PLATES & OTHER PROTRUDING EXTERIOR ITEMS 2 PIECE PRE -FIN 24 GA. SHT MTL ADHERED TO EXT. GRADE SHEATHING. PROVIDE HIGH DOMED CAPPED FASTNERS AT HEMMED OVERLAP. PROVIDE PERIMETER SEALANT AT ALL PENETRATIONS OF SHT MTL TYP PRE -FIN. SLOPED DRIP FLASH W/ W/ HEMMED EDGE AND NEOPRENE CLOSURE PRE -FIN. MTL SIDING PER ELEVATIONS FRAM'G & SHEATH'G PER STRUCT. 00 2\ FLASHING DETAIL B SECTION 1 1/2"4-0" EXTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. INTERIOR 1" AIR SPACE -TYP. MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS H.M. DOOR ASSEMBLY // HEADER DETAIL C; „ , „ } WATERPROOFING NOTE: WRAP ALL HEADER AND COLUMN FRAMING W/SELF ADHERED MEMBRANE (WRB #2) -TYP. METAL SIDING PER ELEVQTIONS WRB #1 0/ SHEATHING 0/6" MTL STUD FRAMED WALL BATT INSULATION MTL TRIM PER ELEVATIONS CAULKING AND BACKER ROD EXTERIOR & INTERIOR - TYP. INTERIOR 1 1/2"4-0" EXTERIOR PROVIDE SEALANT 0/ BACKER ROD AT EACH SIDE DO NOT OBSTRUCT STOREFRONT FRAMING'S INTEGRAL WEEPS TYP. INTERIOR EXTERIOR FACE OF WALL BEYOND/>. 1" CHAMFER © CONC. CURB CONC. WALK OR PAD 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP" PROVIDE CONT SEALANT AT BLDG PERIMETER - TYP. 16 4 SLOPE \ 4 n. WALL BEYOND ALUM STOREFRONT FIN. FLR gOOgo OCA �J 8" o 0 o STEM WALL DETAIL 1 1 /2"=1'-0" ALUMINUM STOREFRONT PRE FIN BENT MTL TRIM 0/ 1/2" SHEATHING W/ MTL STUD BLOCKING 1'-0" EXTERIOR GRID CONC. PANEL PER STRUCT. 1" CHAMFER TYP, .4 4 4 '4 r My- MTL STUD FURRING WA W/BATT INSULATION BY FUTURE TENANT BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS HEADER DETAIL EXTERIOR CONC. WALL JAMB BEYOND ALUM STOREFRONT SYSTEM SHIM AS REQ'D BACKER ROD & SEALANT SEALANT COLOR TO MATCH STOREFRONT - SLOPE SILL 1 1/2" 771 - 4 CONC. PANEL PER STRUCT. 4 4 . 44 INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT EXT WALL LIGHT 8 1 1 /2"=1'-0" MTL STUD FRAMING PER STRUCT. CAULKING AND BACKER ROD EXTERIOR & INTERIOR - TYP. 5/8" GWB - FINISH PER T.I. C72 PLAN DETAIL EXTERIOR PREFINISH MTL. SIDING W/ NEOPRENE CLOSURE PREFINISH MTL. BASE TRIM W/ HEMMED DRIP EDGE & CLIP 0/ BLDG. WRAP 0/SELF ADHERED MEMBRANE PRESS. TREAT. BLOCK'G. SEALANT & ROD CONC. CURB W/ 1" CHAMFER TYP. 1'-0" INTERIOR 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP" PROVIDE CONT SEALANT AT BLDG PERIMETER - TYP. SLOPE 17 STEM WALL DETAIL 1 1/2"4-0" 13 18 CMU PER PLAN PVC WATER STOP OF NARROW FLANGE TYPE APPLY SAND TO WET SEALANT TO MATCH ADJ. MORTAR JT COLOR AND APPEARANCE. SEALANT W/ BACKER ROD TYP. SEALANT COLOR TO MATCH ADJ. CMU MORTAR COLOR U.N.O. CONTROL JOINT DETAIL EXTERIOR GRID 5 1/2" ALL DOOR THRESHOLD EDGES SHALL BE BEVELED AT 1 VERT. : 2 HO IZ. WITH A MAXIMUM EDGE HEIGHT F 1/2". NO THRESHOLD SHALL H VE A TRANSITION GREATER THAN 1%2". ALUMINUM THRESHOLD SET IN SEALANT CONC. WALK OR PAD SLOPE X 1/2" PRE -MOULDED EXPAN JT MATERIAL, TYP AT BLDG PERIMETER. 4 INTERIOR BOTTOM OF DOOR LINE OF FINISH MAINTAIN 1/2" MAX TRANSITION THRESHOLD DETAIL 1 1 /2"=l'-0" EXTERIOR CMU PER ELEVATIONS BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS GRID MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT HEADER DETAIL 4 EXTERIOR CMU WALL JAMB BEYOND 3 1/2" r ALUM STOREFRONT SYSTEM SHIM AS REQ'D BACKER ROD & SEALANT SEALANT COLOR TO MATCH STOREFRONT DO NOT COVER STOREFRONT WEEPS W/ SEALANT TYP. CMU SILL BLOCK, SLOPE TOP CMU PER ELEVATIONS SILL DETAIL 1 1/2"4 0" El -1)4 NOT USED � o < J w EXTERIOR ---\"! �_--- y---- __1 -----1 --- INTERIOR WINDOW SILL PAN MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION MTL. FRAMING PER STRUCT. W/BATT INSULATION PRE -FIN MTL SIDING 0/BUILDING WRAP (WRB #1) 0/EXTERIOR SHEATHING PRE -FIN. "J" FLASHING AND TRIM PRE -FIN MTL CLOSURE TYP. SEALANT 0/BACKER ROD SHIM WINDOW AS REQ'D TYP ANONODIZED ALUM STOREFRONT WINDOWS INTERIOR 5/8" GWB EXTERIOR " PRE -FIN MTL SIDING PER ELEVATIONS 0/ BUILDING PAPER 0/ EXT. SHEATHING 5/8" GWB 0/ 6" MTL FRAMING GRID MTL CLIP HSS PER STRUCTURAL PRE -FIN MTL FLASH'G W/ INTERGAL DRIP TYP. PRE -FIN MTL CLOSURE TYP. igik EL (SEE WALL SECTIONS) T.O. STOREFRONT SEALANT 0/BACKER RODS SHIM WINDOW AS REQ'D TYP. J,2"), CN 1 HEADER DETAIL INTERIOR 1 1/2"4-0" EXTERIOR JAMB BEYOND 1/4" GAP W/ BACKER ROD AND SEALANT TYP. MAINTAIN FREE AND CLR OF INTERGAL STOREFRONT WEEPS WINDOW SILL PAN & PRE -FIN MTL WINDOW SILL FLASH'G W/ HEMMED EDGES TYP. PROVIDE CONT. SUPPORT SHIMS AS REQ'D CONT GALV MTL CLEAT SECURED AT 24" TYP. NEOPRENE CLOSURES PER SIDING MANF. RECOMMENDATIONS PRE -FIN MTL SIDING PER ELEVATIONS 0/ BUILDING PAPER 0/ EXT. SHEATHING SILL DETAIL 10} 1 1/2"4-0" EXTERIOR WALL WRAP (WRB #1) 0/PLYWOOD SHEATH'G 0/MTL STUDS VERT. MTL SIDING 0/ 1" HAT CHANNELS LAP TOP EDGE OF MTL FLASHING W/WRB #2 STEEL KNIFE PLATE WELDED TO HEADER & BOLTED TO KNIFE PLATE WELDED TO CANOPY FRAME HSS CANOPY FRAME 1 INTERIOR 1+4 PRE FIN BENT MTL TRIM W/DRIP EDGE * PRE FIN MTL CLOSURE INTERIOR 6" MTL STUDS HSS HEADER PER STRUCT. * OVERLAP MTL TRIM AT KNIFE PLATE PENETRATIONS. PROVIDE CLEAN CUTS OR EDGES AT KNIFE PLATES. CAULK GAP AT SEAMS W/GREY COLOR TO MATCH TRIM. PROVIDE WRB #2 AROUND TRIM AT KNIFE PLATE PENETRATIONS HEADER TRIM DETAIL 1 1/2"4-0" MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT RECEIVED CITY OF TUKWILA— APR 17 2014 PERMIT CENTER INTERIOR "57-1777)( )I )( )( )( )( )( )( )( 11 11 11 I I 1 1 I I I I /1 II II 11 II /I 11 /I 11 II 11 1 1 1 1 I I I I I I 1 I 1 I 1 I I I I I I I 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 Vk ( 1( )( 1( 1( 1( 1( I( 1( 1( I( 1( )( 1( 1( EXTERIOR BACKER ROD AND SEALANT 2" PRE -FIN MTL "J" TRIM PRE -FIN MTL SIDING PER ELEVATIONS LAP WRB #2 OVER MTL TRIM LAP WALL WRAP OVER WRB #2 BUILDING WRAP 0/PLYWOOD SHEATHING 0/ MTL STUDS PLAN DETAIL 1 1/2"="1'-0" INTERIOR T SUBMITTAL W CITY REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 w 03/9/2011 07/19/2011 10/10/2011 04/07/2014 0 c1 COIsm I LIE 51 44. CD Dum es sta CC CA Adhdl gla CO Jd) Number 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Tom Jordan Sheet Title: BUILDING DETAILS ARCHITECTS General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE ADMINISTRATIVE CODE AMENDMENTS, 2001 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGORY IBC TABLE 1604.5 II ROOF SNOW LOAD 25 PSF (I5 = 1.0) FLOOR LIVE LOAD (OFFICES) 50 PSF FLOOR LIVE LOAD (CORRIDORS/LOBBIES) 100 PSF (80 P5F FOR CORRIDORS ABOVE FIRST FLOOR AT SCHOOLS, LIBRARIES, OFFICES, AND HOSPITALS) FLOOR LIVE LOAD (STORAGE WAREHOUSE)) 125 PSF STAIR LIVE LOAD 100 PSF PARTITION LIVE LOADING (OFFICES) 15 PSF (10 PSF SEISMIC) CANOPIES SAME A5 ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS SEE DRAWINGS FOR MAXIMUM ALLOWABLE WEIGHTS EARTHQUAKE SEISMIC DESIGN CATEGORY D 55 = 1.44, 51 = 0.41, 505 = 0.81, SDI = 0.11 INTERMEDIATE PRECAST SHEAR WALLS R=4, Ilo=2.5, IE = 1.0 SPECIAL REINFORCED MASONRY 5HEAR WALLS R = 5, .flo = 2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMCCI R = 6, -a0 = 2.0, IE = 1.0 PLYWOOD SHEATHED SHEARWALLS R=6.5, 110-2.5, IE = 1.0 SEISMIC RESPONSE COEFFICIENT: Cy= 0.211 DESIGN BASE 5HEAR: V = 106 kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE ANALYSIS NOT USED NOT USED WIND 85 MPH, EXPOSURE "B", IN = 1.0, KA = 1.0 WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) 18 PSF MAX. AT WALLS, 22 PSF GROSS UPLIFT AT ROOF WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES (EXCLUDING CORNER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 1-05 CHAPTER 6. SEE DRAWINGS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 1. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. S. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 1. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND I5 RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE. SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 1-05. SEE GENERAL STRUCTURAL NOTE 14 FOR ADDITIONAL INFORMATION. 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, OPEN WEB STEEL JOISTS, METAL DECKING, COLD -FORMED METAL FRAMING, AND ENGINEERED WOOD I -JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DEFERRED SUBMITTALS, SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGISILXL0 STRUCTURAL ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: PREFABRICATED METAL STAIR SYSTEMS PRECAST STAIR TREADS OPEN WEB STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 31) IS. TILT -UP CONCRETE PANELS AND CONNECTION TO THE BASIC STRUCTURE SHALL BE PROVIDED A5 SHOWN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, AND SIMILAR ELEMENTS REQUIRED FOR HANDLING AND ERECTION. SHOP DRAWINGS SHOWING ALL REINFORCING CONNECTIONS, BLOCKOUTS OF ALL HOLES, AND ALL FINISH DETAILS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED PER CHAPTER 11 OF THE IBC DURING THE PLACEMENT OF CONCRETE AND REINFORCING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER SHALL BE PROVIDED WITH (3) COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER. SHOP DRILL 1/4"0 AIR RELEASE HOLES IN EMBEDMENTS AT 6"oc A5 REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SANDBLAST. PROMPTLY PAINT WITH (2) COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL): 14. STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY D): DEFINITIONS: THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF INTERMEDIATE PRECAST 5HEAR WALLS, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS A5 SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION DEFINING MEMBER LOCATIONS. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE WITH CHAPTER 11 OF THE IBC WITH REPORTS PER IBC SECTION 1104.1.2 SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING I5 PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE STRUCTURAL STEEL FABRICATION FABRICATION PROCEDURES ERECTION SHOP AND FIELD WELDING (INCL. METAL DECKING) HIGH-STRENGTH BOLTING COLD -FORMED STEEL FRAMING FIELD WELDING FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. CONCRETE (SEE GENERAL REINFORCING PLACEMENT REINFORCING WELDING ANCHOR BOLT PLACEMENT CONCRETE PLACEMENT*** AND ERECTION* PERIODIC PERIODIC CONTINUOUS (PERIODIC FOR ITEMS EXCEPTED PER IBC 1104.3 ITEM 2) PERIODIC (CONTINUOUS WHERE REQUIRED PER IBC 1104.3.3.3) PERIODIC PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, 4 HOLDOWNS STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** PERIODIC AND PRIOR TO ALL CONCRETE POURS PERIODIC (CONTINUOUS FOR SHEAR WALL, MOMENT FRAME, OR OTHER SHEAR REINFORCING) PERIODIC AND PRIOR TO ALL CONCRETE POURS CONTINUOUS CURING 4 FORMNORK PROCEDURES PERIODIC PRECAST CONCRETE ERECTION PERIODIC MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL 1 SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING AND WELDING OF REINFORCING BARS) WOOD FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, 5HEAR WALLS, STRUTS, 4 HOLDOWNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 4 TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISC 341-05 APPENDIX Q 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 6 ANS 01.3 1101.4**** 6 1106.3 TABLE 1104.4 TABLE 1104.3 TABLE 1104.4 TABLE 1104.4 ITEM 1 ITEM 5b ITEM 3 ITEM 5,641 TABLE 1104.4 ITEM 8,11612 TABLE 1104.4 ITEM 10 TABLE 1104.5.1 ITEM 1 THRU 8 1101.3 6 1106.2"""" (SEE 1104.6.1 FOR ADDL. REQUIREMENTS AT HIGH LOAD DIAPHRAGMS) EXPANSION BOLTS 6 INSERTS PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED ICC -E5 REPORTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS TABLE 1104.4 ITEM 4 CONTINUOUS 1104.1 * STRUCTURAL STEEL INSPECTIONS MAY BE WAIVED IF APPROVED BY THE OWNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1104.2.2. ** EXCEPTIONS 1 THRU 4 PER IBC SECTION 1104.4 SHALL NOT APPLY TO CONCRETE WORK ON THIS PROJECT. *** FREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-08 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. **** THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD OR METAL FRAMING ON THIS PROJECT. ARCH, MECH, 4 ELEC ITEMS SUSPENDED CEILINGS PARTITION WALLS STEEL STORAGE RACKS GLAZING SYSTEMS SEISMIC DESIGN REQUIREMENTS (ASCE 1-05 CHAPTER 13) PERIODIC SPECIAL INSPECTION AS SPECIFIED PER IBC CHAPTER 11 LIFE SAFETY COMPONENTS INCLUDING ASCE 1-05 SECTION 13.5.6 ASCE 1-05 SECTION 13.5.8 ASCE 1-05 SECTION 15.5.3 ASCE 1-05 SECTION 13.5.1 ASCE 1-05 SECTION 13.6 AND FIRE PUMPS, EMERGENCY GENERATORS, IBC 1108.4 SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=I.5 PER ASCE 1-05 SECTION 13.1.3) INSTALLATION AND ANCHORAGE OF SPRINKLER SYSTEMS, FIRE PUMPS, EMERGENCY GENERATORS, COMPONENTS WITH HAZARDOUS, COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) ASCE 1-05 SECTION IBC 1108.4 13.6 AND ALL OTHER MECHANICAL AND ASCE 1-05 SECTION 13.6 ELECTRICAL COMPONENTS INSPECTIONS PER IBC SECTION 110 AND ASCE 1 13.5.6.2.2 A5 REQUIRED REQUIRED DURING ERECTION AND FASTENING FOR WALLS > 15 P5F (IBC 1101.6) REQUIRED FOR ANCHORAGE OF RACKS > 8 FEET IN HEIGHT (IBC 1101.5) NOT REQUIRED REQUIRED FOR VERIFICATION OF CERTIFICATE OF COMPLIANCE LABEL ON COMPONENT (IBC 1101.8) REQUIRED (IBC 1101.1 6 1101.8) NOT REQUIRED STRUCTURAL OBSERVATION PER IBC SECTION 1110 I5 NOT REQUIRED FOR THIS STRUCTURE. CONTRACTOR STATEMENT OF RESPONSIBILITY: CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBI ACCORDANCE.WITH IBC SECTION 1101 TO THE BUILDING OFFICIAL AND OWNER PRIOR TO CONSTRUCTION ACKNOWLEDGING THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila I �► ING DIVISION GEOTEGHNIGAL: 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR A5 DIRECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION/PREPARATION PRIOR TO PLACEMENT OF ALL FOOTINGS. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE CIVIL DRAWINGS AND SPECIFICATIONS. ALLOWABLE SOIL PRESSURE 2,500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PCF SOIL PROFILE TYPE SITE CLASS E GEOTECHNICAL REPORT REFERENCE: REPORT BY GEOTECH CONSULTANTS INC., 50IL5 REPORT JN10205 DATED SEPTEMBER 1, 2010. ALLOWANCES: 16. MISCELLANEOUS OPENING ALLOWANCE: THE CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECK PER THE DRAWINGS. ALL OPENINGS ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN ON. THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL REVIEW THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS AND SUPPLY OPENING SIZE, LOCATION, AND CONFIGURATION TO THE STEEL FABRICATOR PRIOR TO SHOP DRAWING SUBMITTAL. OPENINGS SHALL OCCUR WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR OR ROOF. A5 AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL A5 REQUIRED AN ADDITIONAL 150 LINEAR FEET OF ANGLE 5xSx1/4 AND 15 LINEAR rEET OF ANGLE 4x3x1/4 FOR FRAMING OF ROOF DECK OPENINGS THAT ARE NOT SHOWN ON THE STRUCTURAL, ARCHITECTURAL, ELECTRICAL, OR MECHANICAL DRAWINGS. INSTALL PER 3/55.1 SHEET INDEX: 51.1 GENERAL STRUCTURAL NOTES 51.2 GENERAL STRUCTURAL NOTES 51.3 GENERAL STRUCTURAL NOTES 52.1 BUILDING B FOUNDATION PLAN 52.2 BUILDING B ROOF FRAMING PLAN VIEWED rtIs pis« ties reviewed fur general conformance iib the ! raaatudedi 0y thelorisdktion: Structural 'Provisions of th¢`. -'Birt Cade 0 ltion-structural' Provisions est DocDuitailag.Cotio Q : carter; The wo}eecapplicantis rpponsihls fur eonforremens Irishell mmtissisle codes. conditions of approval. and permit requirements subject so the "acquirements tsmed interpretations of the governing authority. This review Joey not relieve the &eaten trod Enpneers of Fecord:of the responsibility for • complete design in acwrataties with the laws of the governing jurisdiction and thea m of Waahint, -t--- ) z1 Jorisdktioo ca d ���j By 7 !� ��►, C'�1 J;„„ .. 11 REm MlDDLET Code Review C saN.nt (lO(( 53.1 TYPICAL CONCRETE DETAILS 53.2 CONCRETE DETAILS 53.3 CONCRETE DETAILS 53.4 PANEL DETAILS 4 PANEL CONNECTION DETAILS 53.1 BUILDING B PRECAST CONC. PANEL ELEVATIONS 54.1 TYPICAL MASONRY DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.2 TYPICAL STEEL DETAILS 55.3 STEEL DETAILS 55.4 STEEL DETAILS 55.1 CANOPY PLAN 4 DETAILS 56.1 SHEAR WALL SCHEDULE 4 DETAILS S1.1 TYP. NON -LOAD BEARING METAL STUD DETAILS ECEIVE JUL 21211 FL , 'G TEF C REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL MI s I DATE 03/9/2011 6/10/2011 I I I s IC5 r N CO ge 10 tD COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINESTREET - SUITE 300 P. 206/343-0460 SEATTLE. WA 98101 F: 206/343-5691 COD M CID immn it Ca M MUM C/9 ca MN gam 14 te a® giC Lal I CZO O CID r Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .1 MMO FUIIER•SEARS ARCHITECTS General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) ANCHORAGE: 11 EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING: "KWIK BOLT TZ" A5 MANUFACTURED BY HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 1117 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICG -E5 REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -E5 ACCEPTANCE CRITERIA AG113. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: 1/2"0 EXPANSION BOLTS 5/8"Q) EXPANSION BOLTS 3/4"O EXPANSION BOLTS 3-1/8" 5-1/8" 5-3/4" 18. EXPANSION BOLTS INTO GROUTED MASONRY SHALL BE "KWIK BOLT 3", A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH IGC -E5 REPORT NO. 1385 AND MANUFACTURER'S INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA ACO1. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH OF 2,000 P5I ON ALL SIDES OF EXPANSION BOLTS AT MASONRY WALLS PRIOR TO BOLT INSTALLATION. BOLTS IN MASONRY WALL SHALL COMPLY WITH RESTRICTIONS SHOWN IN DETAIL <MSN -105> AT HEAD JOINTS. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 11. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITN RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERWISE NOTED)., OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH IGC -E5 REPORT NO. 1111. MINIMUM -EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20. EPDXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH ONE OF THE FOLLOWING: SET -XP ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500 -SD" AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -E5 ACCEPTANCE CRITERIA A0308. PERIODIC SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION I5 REQUIRED. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE: 1/2"0 ROD OR #3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/4"0 ROD OR #5 BAR 1" 1"& ROD OR #6 BAR 1" 1-1/4"0 ROD OR #1 BAR 12" #8 BAR 15" 21 EPDXY-GROUTED RODS OR REBAR TO MASONRY OR UNREINFORCED BRICK MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY-TIE ADHESIVE" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH IGC -E5 REPORT NO. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA (AC58 FOR NEW MASONRY APPLICATIONS, AC60 FOR UNREINFORCED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION I5 REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN BRICK MASONRY 4 HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING OR ROTO -HAMMER UNLESS NOTED OTHERWISE. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED A5 SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED MASONRY WALLS: 1/2"(1) ROD OR #3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/4"0 ROD OR #5 BAR 1" 22. CONCRETE SCREW ANCHORS SHALL BE "TITEN HD" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC -E5 REPORT NO. 2113 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET IGC -E5 ACCEPTANCE CRITERIA AC113. SPECIAL INSPECTION I5 REQUIRED FOR ALL CONCRETE SCREW ANCHOR INSTALLATION. CONCRETE SCREW ANCHORS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR EXPANSION BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF SCREW ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. CONCRETE: 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1105 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH (f'G) EXPOSURE CLASSES (ACI 318-08 TABLE 4.2.1) A. CONCRETE EXPOSED TO WEATHER 4,500 P5I MIN. (F1, 50, P0, Cl) B. CONCRETE EXPOSED TO EARTH 4,000 PSI MIN. (FO, 50, PO, Cl) (FOUNDATIONS, BASEMENT WALLS, ETC.) C. ALL OTHER CONCRETE 4,000 PSI MIN.* (F0, 50, P0, CO) (UNLESS LISTED BELOW) * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL A5 THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-08, CHAPTER 5. .REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 24. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy = 60,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM Al0b. REINFORCEMENT COMPLYING WITH ASTM Ab15(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4-18 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, DUCTILE FRAME MEMBERS, AND IN WALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A106. ASTM AGI5 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 P5I (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH I5 NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 25. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-11 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 20/53.1 PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. 26. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER). . 2" (#5 BARS OR SMALLER). . 1 1/2" SLAB -ON -GRADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW) 1 1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1/8") or . . 3/4" 21. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE USED WHERE NOTED ON THE DRAWINGS OR SPECIFICATIONS. ADD FIBERS TO THE CONCRETE MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 28. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 21. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEN CONCRETE I5 PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. 30. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT I5 PLACED (6,000 P5I MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM CIO, LAID IN A RUNNING BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1100 PSI. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TMS602-08/ACI530.1-08/ASCE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS, DESIGN F'm = 1500 PSI AT 28 DAYS. STRENGTH SHALL BE VERIFIED BY PRISM TESTING OR SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SECTION 2105 PRIOR TO CONSTRUCTION PLUS ADDITIONAL TESTING FOR EACH 5000 SQUARE FEET OF WALL DURING CONSTRUCTION. UNLESS. OTHERWISE NOTED, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS (SOLIDLY GROUTED) #5 a 32"oc. VERT. (2)#5 48"o0. HORIZ. (SEE lb/54.1 ) 10" WALLS (SOLIDLY GROUTED) #5 @ 16"oc. VERT. EA. FACE (2)#5 ® 48"oc. HORIZ. (SEE 16/54.1 ) IN ADDITION, PROVIDE (05 VERT. AT I -REE ENDS OF WALLS, AND (2)#5 HORIZONTAL AT ELEVATED FLOOR AND ROOF LEVELS AND AT TOPS OF WALLS. REINFORCE WALL CORNERS AND INTERSECTIONS PER 15/54.1 . REINFORCE JAMBS AND FREE ENDS OF WALLS PER 18/54.1 U.O.N. REINFORCE WALL OPENINGS PER. 4/54.1 U.O.N. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. SEE 5/54.1 FOR REINFORCING DEVELOPMENT AND LAP SPLICE SCHEDULE. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR POURS GREATER THAN 5.33 FEET IN HEIGHT (MAXIMUM SPACING OF CLEANOUTS SHALL BE 32"oG FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE WITH ACI 530.1-08 TABLE 1. MAXIMUM HEIGHT OF GROUT LIFTS I5 5.33 FEET. STEEL: 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS -ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. IN REFERENCE TO SECTIONS 3.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESIGN DRAWINGS) SHOW COMPLETE CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESIGN -BUILD ITEMS. ALTERNATE CONNECTION DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWINGS. IN REFERENCE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -ON FIREPROOFING SHALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. IN REFERENCE TO SECTION3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN RLTCRENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 21 CFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING AS REQUIRED PER SECTION 1126.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. WIDE FLANGE AND WT SHAPES B. PLATES, ANGLES, CHANNELS, AND RODS C. PLATES (NOTED GRADE 50 ON DRAWINGS) D. PIPE MEMBERS E. STRUCTURAL TUBING (H55 - SQUARE OR RECTANGULAR) F. ANCHOR BOLTS OR ANCHOR RODS 6. CONNECTION BOLTS H. THREADED RODS FOR EPDXY GROUTED CONNECTIONS I. SPECIAL SHAPES (NOTED GRADE 36 ON DRAWINGS) A5T11 SPECIFICATION A112 A36 A512 A53 (TYPE E OR 5, GRADE B) A500 (GRADE B) F1554 (GRADE 36) A325 -N A36 OR A301( GRADE G) A36 50 K5I 36 K5I 50 K5I 35 K5I 46 K5I 36 KSI 36 KSI 36 K5I 34. STRUCTURAL STEEL, INCLUDING PLATES, ANGLES, CHANNELS, AND RODS, SHALL CONFORM TO ASTM A36, Fy = 36 KSI. NIDE FLANGE AND NT STEEL SHAPES SHALL CONFORM TO ASTM A112, Fy = 50 KSI. .STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING (HSS) SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A301. 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL. MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. ANY STEEL THAT I5 TO BE EXPOSED TO VIEW UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED ARCHITECTURALLY EXPOSED. SEE SPECIFICATIONS FOR SPECIFIC FABRICATION AND ERECTION REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL 31. BOLTS IN CONNECTIONS NOT SPECIFIED A5 SLIP -CRITICAL NEED ONLY BE TIGHTENED TO THE SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION I5 DEFINED A5 THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. ALL SLIP -CRITICAL CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDICATING TYPES (SUCH AS BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC.), AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR CLASS A FAYING SURFACES. 38. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE A5 FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS: ANCHOR TYPE CAST -IN-PLACE ANCHOR BOLTS EXPANSION BOLTS EPDXY GROUTED BOLTS MAXIMUM HOLE DIA. OVER NOMINAL BOLT DIA. OTHER THAN COL. BASE PLATES COL. BASE PLATES 1/16" * TABLE 14-2 OF AISC STEEL CONSTR. MANUAL, 13TH ED. 1/16" * 5/16" 1/8" * 5/16" * USE OF LARGER HOLES WOULD REQUIRE THE USE OF WELDED PLATE WASHERS AND WOULD REQUIRE PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. HARDENED OR COMMON PLATE WASHERS ARE REQUIRED BELOW ALL NUTS WHERE OVERSIZED HOLES ARE USED AND SHALL BE SIZED TO COVER ENTIRE HOLE. MINIMUM WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE 14-2 OF THE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 0(al ECEIVE JUL 21 2011 P ag .TC NTEF m g REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL . . . DATE r T 0 C4 M 6/10/2011 . . . . Io c5 r N M Cr M m 1411 hard kg.. Smite 13U Suttl. ihigtali111 T.1.2U.4$2.4174 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 2061343-0460 SEATTLE, WA 98101 F. 206/343-S691 Cte Cfi EH en !.g COdIC CC Cly Poo O CO CO Job Number. S101203-02 Dec JUNE 10, 2011 Principal in Charge: £C Project Manager. TJG Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .2 ® 40,0 FUIlER•SEARS ARCHITECTS A f General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) 3q. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, AND IBC SECTION 2206. SE PLANS AND DETAILS FOR LOADING REQUIREMENTS. IN ADDITION, ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT A SINGLE BOO LB. DOWNWARD POINT LOAD FROM ANY TOP OR BOTTOM CHORD PANEL POINT TO ACCOUNT FOR MISC. ARCH. AND MECH. ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS OTHERWISE NOTED. JOIST MANUFACTURER SHALL CHECK ROOF JOISTS AND JOIST GIRDERS AND PROVIDE UPLIFT BRIDGING A5 REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE PLAN NOTES FOR UPLIFT FORCES) CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK OR OTHER MISCELLANEOUS ITEMS. SIZE JOISTS AND JOIST GIRDERS TO MEET THE DEFLECTION REQUIREMENTS PER THE SPECIFICATIONS AND CAMBER IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A301 BOLTS FOR K -SERIES JOISTS AND (2) 3/4" DIAMETER A301 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-01" IN LENGTH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWD DIRECTIONS. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. SUBMITTALS SHALL INDICATE ALL CHORD AND WEB MEMBER SIZES AND SHOW ALL END CONNECTIONS. DESIGN CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON (REGISTERED STRUCTURAL ENGINEER, STATE OF WASHINGTON, IF REQUIRED BY BUILDING OFFICIAL). 40. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W. A.B.O. CERTIFIED WELDERS USING E1OXX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.11.5.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 41" OF COLD BENDS IN REINFORCING STEEL I5 NOT PERMITTED. SE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. THE WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AIDE THE CONTRACTOR IN THE DETERMINATION OF FIELD VERSUS SHOP WELDING. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT. -LBS. AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 41. METAL FLOOR AND ROOF DECKING: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE A5 SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -E5 CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 42. COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE DRAWINGS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SCAFCO CORPORATION, SPOKANE, WA. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO ICC -ES REPORT NO. 4243. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD -FORMED STEEL FRAMING SHALL ALSO CONFORM TO THE A.I.5.I. "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS." SEE <MTL-021> FOR METAL FRAMING NOTES. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (CPL'5) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 6R. 1010 THROUGH 1020 (TYPE 2, Fu = 60 KSI MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.W.S CHAPTER 1. UNLESS OTHERWISE NOTED, STUDS SHALL BE WELDED BY THE AUTOMATIC MACHINE WELDING PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE 53L SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A -4q6. AT NON-BRACED/MOMENT FRAME AND NON -STRUT CONNECTIONS, A10b GRADE 60 REINFORCING BARS OF AN EQUAL DIAMETER AND LENGTH OF THE SPECIFIED D2L's MAY BE USED PROVIDED THEY ARE WELDED TO THE SUPPORTING STEEL IN ACCORDANCE WITH THE TABLE BELOW: BAR SIZE #4 #5 #b ALL-AROUND FILLET WELD SIZE 5/16" 3/811 1/16" WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MC -1q, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. I1. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = q00 PSI, Fv = 180 PSI, E = 1600 KSI (3x AND 4x MEMBERS) DOUGLAS FIR 110. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1000 PSI, Fv = 180 PSI E = 1100 K5I BEAMS AND STRINGERS: DOUGLAS FIR NO. 1 (INCLUDING 6x AND LARGER MEMBERS) MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 110 PSI, E = 1600 KSI POSTS: (4x MEMBERS) (6x 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: HEM -FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1350 PSI, E = 1500 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI DOUGLAS FIR NO. 3 OR STUD GRADE MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 K5I Fc = 115 PSI, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 4 TENSION STRESS CRITERIA. 46. ENGINEERED NOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS I5 BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC -E5 REPORT NO. E5R-1153. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC -E5 REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 23 PSF THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE 'MIT' SERIES, UNLESS OTHERWISE NOTED. 41. ROOF, FLOOR 4 WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE I PLYWOOD OR ORIENTED STRAND BOARD (05B) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS 1-01, PS 2-04, OR. APA PRP -I08 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AF6-01. 4S. ALL PRESSURE -TREATED (P. T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (SBX) WITHOUT No5i02. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACO -C FOR DOUGLAS -FIR, OR ACQ-D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SEE GENERAL STRUCTURAL NOTES 41 AND 51 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 41 TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, A5 SPECIFIED IN THEIR CATALOG NO. C-2001. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT ICC -E5 REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) A5 MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT U5E5 PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (5BX) WITHOUT No5102 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM Bbg5, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS. 50. NOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE'MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.q.1 OR CURRENT ICC -ES REPORT NER-212: COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LA6 SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. B. WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2305.6 (EMBED 1"), UNLESS OTHERWISE. NOTED. 3" x 3" x 0.22q" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF4PA 9015-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH lGd ® 12"oc STAGGERED. C. FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST'LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d ® 121"o0 STAGGERED. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED A5 SHOWN ON THE DRAWINGS. INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND - GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW I/511 SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH lbd @ 12"oc. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. IN ACCORDANCE NITH IBC SECTION 1604.8.3, DECKS SHALL BE. POSITIVELY ANCHORED TO THE STRUCTURE BY MEANS OTHER THAN NAILS SUBJECT TO WITHDRAWAL. ANCHOR WITH MINIMUM (1) 0516 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOCKING MEMBER WITHIN THE BUILDING. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS Sd 0.131" x 2 1/4" 10d 0.145" x 2 1/2" FRAMING NAILS 10d 0.145" x 3" 16d 0.148" x 3 1/4" 51. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT N0SI02, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION (Lo(( NOV Z REID MIDDLETON, INC. ECEtVEI. JUL 212011 P TCENTER REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL II II DATE r r N 0. o 6/10/2011 .M , 1 1 Z r N M V' M t® COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 2061343.0460 SEATTLE, WA 98101 F: 2061343-5691 olg I CC CCImmom CID y wa 42) pen C3 as mo en up E Mel= am � voiN Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .3 'I® 2010��AQ� FULLER�SEARS ARCHITECTS m 9- _1 N 9- CANOPY FRAMING PER PARTIAL. PLAN OF 20/55.1 , TYP. f I'-011 24'-g" 16'-8" P-2 0151-I" 21'-4" '-3 6'-41' E i 3'-0" SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING la/55.1 EL] TYP. 24'_1" 0 I - 0 in (04 SLAB -ON -GRADE PER PLAN NOTE 14 2 REFERENCE EL.=O'-0" DATUM EL.=23.85' 51-011 S" GMU 1 IIII _±- to+°c STAIR FRAMING PER PARTIAL PLAN OF 20/56.2 I1/53.3 1 r 8" CMU TYP. 20/54.1 40 161-5" hhm 4/56.1 1/56.1 8/55.2 WIbx26 V 5/56.1 I- ���������������������1 4,40-1 II- 41 ,�"�4IP4 ,01 AI 1i .41 41 1/553 00 oo oo r 11171 7410 4N0-4; tdir .' ?1��It������►��11 2/56.1 411 • 0 c1 13'-8" [131-811] 20/5 .2 4/56.1 MEZZANINE FRAMING 1/8" = WI6x26 [I3'-8"] 20/54.1 0 MI J. II -SI' 0 in 0 PLAN NOTES. I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH 4t4 @ 16"oc EA. WAY, U.O.N. PROVIDE VAPOR BARRIER PER SPECIFICATIONS BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING GRANULAR FILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAWINS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION 4 CONTRACTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 300 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. POUR SLAB IN A ALTERNATING LONG STRIP SEQUENCE. JOINT LOCATIONS MUST BE. APPROVED BY THE ARCHITECT. SEE 10/53.1 FOR TYPICAL JOINT LAYOUT AND SLAB POUR SEQUENCE. 3. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION 4-6", U.O.N. OVER EXCAVATE AND PLACE SUITABLE COMPACTED FILL A5 DIRECTED BY GEOTECHNICAL ENGINEER WHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. LEGEND: M.J. L -x TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION FOOTING MARK PER 20/533 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 MASONRY LINTEL PER 1/54.1 HIGH LOAD CONNECTION PER 10/55.2 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 18/53.1 . 5. THE FLOOR SYSTEM CONSISTS OF 3/4" GYPGRETE TOPPING OVER 3411 'NG SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ I0d @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ I0d @ 12"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-0I. 6. AT AREAS INDICATED A5 BLOCKED DIAPHRAGM, PROVIDE 2x FLAT BLOCKING (PER GENERAL STRUCTURAL NOTES) AT ALL UNFRAMED PANEL EDGES. NAIL SHEATHING AT ALL PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOCKING,AND EXTERIOR SHEAR WALLS BELOW W/ (2) ROWS OF IOd @ 5"oc, EACH ROW STAGGERED. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW W/ (2) ROWS OF IOd @ 4"oc, EACH ROW STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ IOd @ 10"oc. SEISMIC FORCE RESISTING SYSTEM LEGEND. SEE GENERAL STRUCTURAL NOTE 14. 'X MASONRY SHEAR WALL THIS LEVEL SHEAR WALL THIS LEVEL PER SCHEDULE OF 20/56.1 PANEL MARK PER ELEVATION OF SHEET 53.1 Pix CMU WALL PER 16/54.1 HD HOLDOWN THIS LEVEL PER SCHEDULE OF 1/56.1 BLOCKED DIAPHRAGM PER PLAN NOTE 6 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION OCti( p), it V 11 [E r LI NOV 2 f"5 REID MIDDLETON, INC. FOUNDATION FRAMING PLAN 1/8" =1'-0" ECEIVED JUL 21 2011 P TCEMTEE N 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 1 1 1 1 w 0 r r 0 a Cb CO 0 6/10/2011 . . . 1 zo r N CO d' 10 CO• 1411 hard Ae..Seitt 1314 StattleAlubiegtea18111 T,I.rii.4@.4171 Fu.2K.412.4421 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CAVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 CD mmo I= Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JE Project Manager. TJG Drawn By. MRM Sheet Title: BUILDING B FOUNDATION PLAN Sheet Number. S2.1 ©2010 FULLER•SEARS ARCNITICTS CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. SUPPORT FRAMING 10/55.1 EL.=28'-0" 4/55.4 5(553 8/55.B 18/55.4 15/55.2 WI4x22 [211-0141 do do TS 0 do -'z N do do do 4 WI4x22 416x26 STRU 10/55. 15/55.4 O O 063 N 28G4N8.2K 0 -6 0 -3 NOTE I 4 do f do do 0 O cO N do do 4 2864 8.2K STRUT 13/55.4 r 11/55.4 [H] 4 5x5x3/8 NOTE 1 3/55.1 21'-04 0 CV m tri 20/55.2 [Lj IS/55.4 12/55.4 [H] WI4x22 [26'-63/8"] 4 5x5x3/8 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 W8 CONDITION 20/5 12/55 WI4x22 [26'-63/8"] 2 [L] II/55.4 4 [H] [H] N 15/55.3 T- 18/55.1 r 0 0 -43 0 0 20/55.4 0 -a 11/55.3 &10x15.3 [261-1611] N T.O. STEEL EL.=26'-*2" 4 r 1/55.4 REINF. DECK OPENINGS PER 3/55.1 4 do 0 %li/iiiAii /������ 6/55.4 3/553 PLAN OTS: I. ROOF DECKING SHALL BE I16" DEEP. SEE 5/55.1 FOR PROPERTIES AND ATTACHMENT REQUIREMENTS. 2. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED A5 WELL A5 MECHANICAL. EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS A5 REQUIRED. 3. LEDGER ANGLES OR EMBEDDED PLATES ARE REQUIRED AT ALL INTERSECTIONS OF METAL DECKING AND CONCRETE OR MASONRY WALLS. SEE 10/55.1 , 20/55.1 4 18/55.1 . 4. SEE METAL DECKING NOTES FOR SPECIAL CONNECTION REQUIREMENTS AT STRUTS. 5. STEEL JOISTS SHALL BE SPACED EQUALLY A5 SHOWN, U.O.N. 6. JOIST MANUFACTURER SHALL DESIGN J015T5 FOR THE UNIFORM LINE LOADS INDICATED ON PLAN (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS. IN ADDITION, DESIGN FOR SUPERIMPOSED CONCENTRATED LOADS INDICATED ON THE DRAWINGS AND AND NET WIND UPLIFT FORGE OF 1 PSF. FOR JOIST DENOTED 'STRUT' DESIGN TOP CHORD TO RESIST FACTORED EARTHQUAKES LOAD SHOWN. SEE DETAIL 2/55.4 FOR FILLER 4 REQUIRED AT JOIST DENOTED STRUT 1. DESIGN BUILD MECHANICAL UNIT MAX: WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x3/8 CONNECT 4 TO ROOF FRAMING 4 EA. OTHER PER 3/55.1. SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND. [x' -x"] TOP OF STEEL BEAM ELEVATION T.O. STL. TOP OF STEEL EQUALS BOTTOM OF METAL DECK 4 4 4x4x%4 SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. PX MASONRY SHEAR WALL THIS LEVEL PANEL MARK PER ELEVATION OF SHEET 53.1, 53.8 AND 53.1 STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 1 D61 - ROOF FRAMING PLAN 1/8" =1'-0" NOV 2 L.) REID MIDDLETON, I \IC. ECE1VED JUL 212011 PTCENTER 0 2 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL IIIII 15'-1" DATE T: O 01 to M O r o a O tO o 24'-1"/ i 16'-8" a - 211-4" / 26'-4" LO / / T.O. STEEL I SKYLIGHTS PER ARGH'L TYP. SEE DETAIL 2/55.1 FOR CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. SUPPORT FRAMING 10/55.1 EL.=28'-0" 4/55.4 5(553 8/55.B 18/55.4 15/55.2 WI4x22 [211-0141 do do TS 0 do -'z N do do do 4 WI4x22 416x26 STRU 10/55. 15/55.4 O O 063 N 28G4N8.2K 0 -6 0 -3 NOTE I 4 do f do do 0 O cO N do do 4 2864 8.2K STRUT 13/55.4 r 11/55.4 [H] 4 5x5x3/8 NOTE 1 3/55.1 21'-04 0 CV m tri 20/55.2 [Lj IS/55.4 12/55.4 [H] WI4x22 [26'-63/8"] 4 5x5x3/8 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 W8 CONDITION 20/5 12/55 WI4x22 [26'-63/8"] 2 [L] II/55.4 4 [H] [H] N 15/55.3 T- 18/55.1 r 0 0 -43 0 0 20/55.4 0 -a 11/55.3 &10x15.3 [261-1611] N T.O. STEEL EL.=26'-*2" 4 r 1/55.4 REINF. DECK OPENINGS PER 3/55.1 4 do 0 %li/iiiAii /������ 6/55.4 3/553 PLAN OTS: I. ROOF DECKING SHALL BE I16" DEEP. SEE 5/55.1 FOR PROPERTIES AND ATTACHMENT REQUIREMENTS. 2. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED A5 WELL A5 MECHANICAL. EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS A5 REQUIRED. 3. LEDGER ANGLES OR EMBEDDED PLATES ARE REQUIRED AT ALL INTERSECTIONS OF METAL DECKING AND CONCRETE OR MASONRY WALLS. SEE 10/55.1 , 20/55.1 4 18/55.1 . 4. SEE METAL DECKING NOTES FOR SPECIAL CONNECTION REQUIREMENTS AT STRUTS. 5. STEEL JOISTS SHALL BE SPACED EQUALLY A5 SHOWN, U.O.N. 6. JOIST MANUFACTURER SHALL DESIGN J015T5 FOR THE UNIFORM LINE LOADS INDICATED ON PLAN (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS. IN ADDITION, DESIGN FOR SUPERIMPOSED CONCENTRATED LOADS INDICATED ON THE DRAWINGS AND AND NET WIND UPLIFT FORGE OF 1 PSF. FOR JOIST DENOTED 'STRUT' DESIGN TOP CHORD TO RESIST FACTORED EARTHQUAKES LOAD SHOWN. SEE DETAIL 2/55.4 FOR FILLER 4 REQUIRED AT JOIST DENOTED STRUT 1. DESIGN BUILD MECHANICAL UNIT MAX: WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x3/8 CONNECT 4 TO ROOF FRAMING 4 EA. OTHER PER 3/55.1. SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND. [x' -x"] TOP OF STEEL BEAM ELEVATION T.O. STL. TOP OF STEEL EQUALS BOTTOM OF METAL DECK 4 4 4x4x%4 SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. PX MASONRY SHEAR WALL THIS LEVEL PANEL MARK PER ELEVATION OF SHEET 53.1, 53.8 AND 53.1 STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 1 D61 - ROOF FRAMING PLAN 1/8" =1'-0" NOV 2 L.) REID MIDDLETON, I \IC. ECE1VED JUL 212011 PTCENTER 0 2 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL IIIII DATE T: O 01 to M O r o a O tO o u i • a - N CO d' LO tD 1411 Feeti ht.,Slits 13U Suttl.,IrishigtN48lli T4I.244.412.4171 Fu.244.U2.6111 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F. 206/343.0691 Cle CID Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJX Drawn By. MRM Sheet Title: BUILDING B ROOF FRAMING PLAN Sheet Number. S2.2 ® solo FULLER•SEARS ARCHITECTS REMARKS I #4 224 I 24 #4 @ 24"oc I I SLAB 4 REINF. SLAB 4 REINF. PER PLAN PER PLAN %4" x 2" SAWGUT OR PRE -MOLDED 3 11 11 %" x 2" SAACUT OR PRE -MOLDED 541'0 11 /4 4) I6 16 SMOOTH DOWEL CONTRACTION W/ SEALANT EDGES JOINT - FILL (NO RADIUS _ ALLOWED) x SMOOTH BAR 12"oc, GTRD. d SLAB AND BELOW LUBRICATE ONE END, DOWEL IN CONTRACTION JOINT - SEALANT TYP. EDGES JOINT - FILL (NO RADIUS = ALLOWED) x BAR 12"oc, GIRD. ri SLAB AND BELOW JOINT LUBRICATE ONE END, IN - TYP. x—I o SEE ARCH'L FOR N x—\ ®I S"oc 11111MilliG m• (O -4 SLAB -ON -GRADE PER PLAN FINISHED GRADE LOCATIONS OF DEPRESSED SLABS (U#4 EA. NOSE • •'� • • • ® �o�r.O OOQt:r`. /Q gt_!►�;�°�°,�•:`;•g°;i`•�� O Gb •c!�9r%0����004�Or•• /, oo•,.•oq,,•1.g° Ow-. O •• C o• o o ,��/17 ���i� ��`O�j�� SLAB -ON -GRADE DEPTH OF DEPRESSION I I= I I= I I= I I= _III II= -__, I=ill PER PLAN PER ARGH'L II -11=11-11 SLAB REINFORCING SHALL NOT PASS THRU JOINT SLAB REINFORCING SHALL NOT PASS THRU JOINT •` =11=11 IILIII II -n o�,,� # ° .�° WW1: j�� ='o Z 1.5 t MAX. III�I II=11 4®18ocE.W. N � 00`�i�;, `���� ` s I I -11 0 • �—� ^ CRUSHED ROCK BASE PER II N -�'� CRUSHED ROCK BASE PER PREPARE SPECIFICATIONS PREPARE SUBGRADE SUBGRADE PER SPECIFICATIONS SPECIFICATIONS CONTRACTION JOINT GON5TRUGTION TYPICAL SLA PLACEMENT SEQUENCE SCALE: 3/8"=1'_0" LEGEND: $ CONTRACTION SPECIFICATIONS CONSTRUCTION JOINT PER JOINT C ° (I)#4 CONT. TOP BOT. o���•.: 8.0 �_.�.;° 6„ 1111E111= 1 -0 1 =_==11E1111 = = NOTE: CONFIGURATION OF STAIR (INCLUDING TREAD o I.� , 3004 2 MIN. 3003 3 (2)#4 BOTTOM AND RISER DIMENSIONS) PER ARCH'L 6" MIN. 3006 / 1 SLAB -ON -GRADE PER PLAN (2)#4 CONT. 1 I #3 AND TIES GROSS -TIES PIER 10"oc (WHEN PIER WIDTH 5FGT/ON EXCEEDS 24" USE NORMAL HORIZ. REINFORCING) SLAB STRIPS CAST FIRST0-- (I05 x 4'-O" EA. FACE DIAGONAL AT EACH • NOTES: INFILL STRIPS I CORNER I. REINFORCING S� CONCRETE WALL PLANS SHOWN 15 MINIMUM. SEE AND WALL ELEVATIONS FOR ISOLATION LOCATE COLUMN CONTRACTION JOINT JOINTS PER 13/53.1 AT CONSTRUCTION/CONTRACTION JOINT � ,.,, � { ADDITIONAL REQUIRED REINFORCING. �, • ID N . • CONSTRUCTION 4 CONTRACTION INTERSECTONS fi (,h -e Mt til srtw ♦-"-___ ] 2. PROVIDE FOR ANY OPENING SIX SQUARE V / (I05 EA. FACE AROUND FEET OR LARGER UNLESS OTHERWISE NOTED EXTEND PIER MAX. AREA PER PLAN NOTES #3 OPENINGS - WIDTH ON THE DRAWINGS. x ®12"oc o 1 n BARS 2'-0" BEYOND 18 • • OPENINGS 11 #6 -� (I)#5 EA. FACE AT 3. FOR WALLS THICKER THAN 8 USE #5 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 , z ° ."•�::i:;�:�°o�, 1• a i• o BARS IN LIEU OF BARS SHOWN. CENTERLINE OF PIER - (11711; t+211 ___I = _ (OMIT AT PIERS 12" OR LESS IN WIDTH) 8 i i 30053007a 6 s --- 3002 City of Tukwila BUILDING DIVISION 1 0 CORNER MATCH BARS TO HORIZ. REINF. CORNER CROSS (ALT. HOOKS) BARS TO MATCH WALL HORIZ. REINF. 3'-0" MIN. / MINIMUM STRAIGHT DEVELOPMENT LENGTH ( Id ) MINIMUM EMBEDMENT LENGTHS ( I dh) FOR STANDARD END HOOKS CONCRETE OR CMU WALL0 O- - A. for general uses: f 'c - 3000 PSI f c - 4000 to 5000 P51 (I)#5 DIAGONAL ADDL. AT CONCRETE WALLS ONLY • . • • . • . . • BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c = 3000 PSI f'c = 4000 to 5000 PSI # 3 22" 17" II" 15" # 3 6" 6" " x # 4 21" 22" 1 25"�Iq �� # 4 " qU 10" 5 36"28 31 24 11 # 6 43" 33" 37" 21" # 6 12" 10" # 1 63" 48" 54" 42" # 1 14" 12'1 # 8 12" 55" 62" 4811 # 8 16" 14" # a81" 62" 10" 54" # I IS" 15" #10 II" 10" 11" 61" #10 20" I7" --"TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2/2". CONCRETE CAST BELOW THEM. 2. END COVER FOR 10° HOOKS MUST BE EQUAL TO OR GREATER THAN 2". IF CLEAR CONCRETE COVER 15 LESS THAN Ix THE DIAMETER OF • . • . • • •. • STEEL COLUMN PER PLAN \\ Q f x �= I I= I I= V ill 11=11 _ 11 4. oNORMAL FOOTING WALL OR `t'REINFORCING I�\ i = i � I I I I I ADDITIONAL VERT. BARS FOOTING PER PLAN I I 11=11E11 ADDL. BARS TO • %2" . ••. • • •' • • MATCH NORMAL REINFORCING ISOLATION JOINT AROUND COLUMN, TYPICAL CONSTRUCTION/CONTROL VON 3008 11 iiiEdiPLAN = I t = i i = I I = I I I I i < THE BAR OR THE CENTER -TO -CENTER SPACING 15 LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTE: NOTE: USE TABLES IV 8 V BELOW ONLY WHERE SPECIFICALLY I ND I GATED ON DRAWINGS. LINE EXCAVATION NORMAL FOOTING REINFORCING OF 3009 12 PLAN Y/F1'Y JOINTS PER 10/53.1 3010 13 MINIMUM LAP SPLICE LENGTHS ( I S) (CLASS B) MINIMUM STRAIGHT DEVELOPMENT LENGTH ( I d) 0 _ FOR BARS IN COMPRESSION _ f 'c - 3000 PSI f c - 4000 to 5000 P5I 16 I kr)BAR __I• 4 0_ SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c > 3000 P5I # 3 28" 22" 24" II" # 3 ci11 # 4 51" 21" 55" 25" # 4 II" # 5 41" 36" 41" 31" # 5 14" # —+-- •' z . J ti)w CONCRETE CMU WALL �` .*:>S o ••• ••:•• 1 ' :• iL •OR - kn i- i 4 ÷ 6 56" 43" 41" 51" # 6 17" I 8111 63 11 5411 T 1 20" n # 8 13 12"81 62"# 8 22"-- # 1 105" 81" II" 10" # 1 25" 11 II" 102" 11 „ # 10 118 11 #10 28 -, NOV 2 ..// + SII =11� 1=11=11= II -11 == 1L 1111E1111 II -II �; O v iT +"TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF REID MV1IDDLETON, 11C, m 0 O ~ ' 8 •. CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN Ix THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING 15 LESS THAN (3) 'i: BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%.D(0( „ °d JUL P$ i �. I W' 2 1 2011 �.�,, 3000 20 - — — _ \ \ PIPE SLEEVES A5 —� o 0 EXCAVATION NOT OO READ. - ADJACENT m \____..,PENETRATIONS _ _ _ _ _ SHALL ALLOWED BELOW THIS LINE I BE SPACED A MIN. OF (4) DIAMETERS ON l'-6" MIN.CENTER UNLESS OTHER- 2'-0" MIN. WISE APPROVED BY THE , STRUCTURAL ENGINEER I 3001 18 I REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 1 I I I DATE I"' 01 e. co a 6/10/2011 IIII o r N M V' m• (O I pit v W_ irg 4 4 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F. 206/343.5691 COD I gc I mg Job Number. S101203-02 Dote: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: TYPICAL CONCRETE DETAILS Sheet Number. S3.1 ©2010 FULLER•SEARS ARCHITUCT$ 1 2 PERMIT RESUBMITTAL III STEM REINFORCING FOOTING REINFORCING I H BI is 52 tf VERT. HORIZ. TOP LONGIT. el. per arch'I I . I I ci r UP TO 5' 1" 8" 11_6' 12" #4 @ 18" #4 @ 12" #5 @ 12" (4)#5-$ V' m CD • �'; __= - 1=11E1111 el. = 0'=0" SLAB 4 REINF. v A'- 4 tz PER 1/53.2 24 11 #5 x 24 @ I6 oc � TYP. PLACE >- • 6' 1" 8" 11-6" 12" #4 @ 18" #4 @ 12" #5 @ 12" (� CONTROL JOINTS @ 40'-0"oc MAX. AT WALL W/ ;• 08 PROVIDE FREE -DRAINING MATERIAL A5 SPECIFIED 11 11_0118" 21_011 12" #4 @ 101' #4 (4)12" #5i 4 - SMOOTH DOWELS / PER CIVIL DRAWINGS SPECIFICATIONS TO MATCH HORIZ. ,t 8' 11_0" 8" 21_011 12" #5 @ 12" # # 4 @ I (4) 5 OS REINF. (GREASE ONE END) • -' '�' •3 �o 4-71c:0° ° ° 11 1I_311 811 21_ 6n 12n #5 @ 1211 #40 2n #5 @ I = �1111E111=11=11= �' PER GENERAL STRUCTURAL NOTES 111111III Irj I1 11 I IIIII = i I ► i = I I I II Ell 10'11_1"8" 3'-6" 14" #6 @ 12" #4 @ 12" • �1 12" #6 \ x 11-11=_ CONT. 11/2"x31/2" KEYED JOINT el 10 ll' 21-0" 8" 4'-0" 14" #6 @ 1" #4 @ 12" #6 @ ' (1)#6 - -" REINF. PER 1/53.2 FOOTING PER x/53.2 12' 21_3" 10" 41_6" 15" #1 @ 12" #4 @ 10" #6 @ 10" (8)#6 NOTE MAXIMUM HORIZ. DESIGN PRESSURE = 35 PGF / BI / is 52 3031 : MINIMUM ALLOWABLE BEARING = 3000 P5F COEFFICIENT OF FRICTION = 0.35 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 300 PGF / / 3011 5 3 6 . 7 %2" EXP. JOINT OR MEMBRANE PER ARGH'L POST PLAN PERABU44 W/ "� EXP. BOLT BOND BREAKER --r-- ---r_ \�' F 24 °�° /I1T #5 x 24 �® I6"oc ON WALL BEYOND STUD WALL I _ SLABONGRADE PER PLAN 11=1=11 I 11= �� 1/2"(1) x 4" STUDS @ Vac PER PLAN ANCHOR BOLTS AT 51M. PER GENERAL STRUCTURAL NOTES (PER 20/56. T 5HEAR WALLS) EMBE r 11t MIN. BELOW BOT. �F SLA. ' �n1111111 I 4.7 -,��°�, ' :':,..1..\;411trY 1 g.h_ _i� #5 PANEL PER PLAN @ IS oc HORIZ. ^�-�'` _16"oc J REINF. PER 4 ELEVATION , EATHING PER 20/56.1 T 5HEAR WALLS � (2)#4 GOVT. TOP $BOT. #5 ____�� x L @ 12 oc__ l 8" TYP. 2x P.T. PLATE (3x P.T. PL ` � > A5 READ. PER 20/56.1) • FOOTING PER PLAN ♦11 x • 1. • • • 4 I1/53.2 / ` 11 x x x x II ppoo���� o° -_x111 IIIb =1 = _ i. • • 1' oa�o00;:1� ° •= �� 1 n I -6 / 3029 = " ` `�``�..y #5 @ 12"oc EA. WAY II �L• II -11 REVIEWED FOR 3026 o 1 0 BOTTOM CODE COMPLIANCE A���O�E� 9 1 1 1 2 0 APR 17 2012 . City of Tukwila3n BUILDING DIVISION II BOTTOM 6" STUDS PER 10/57.1 8" STUDS PER 10/51.1 RECESS AT OVERHEAD TRUCK DOORS PER ARGH'L DRAWINGS 24 #4 -I 24"oc TRACK 4" PER 15/57.1 AT AT 51M. I I I I IOR SIM. 1/211 EXP. JOINT MEMBRANE BOND -BREAKER SLAB SLAB -ON -GRADE WHERE OCCURS el. - 0'-6" at ext. wall x @ #4 BASE PER 15/53.3 , TYPE 11 (TYPE III WALL CORNERS) AT \ I I STEEL COLUMN PER PLAN SLAB -ON -GRADE PER PLAN r GOVT. FINISHED GRADE -ON -GRADE �► el. = 0'-0" at int. walls ` PER PLAN e1. per plan Lro I el. per plan 1 • • I 1, ` x x x x x x IL,,__x x x x x x. =11=11=II�III °a°°�;�1�0 • °0°0�•-:'7, I :�%po o°o z Hit' l d I _ I I 11 I l d l l l (2)#4 CONT. TOP =1 I= I I =111 1 == E. �� I 1 -,'�1 _ ��' 11 11-1 _ l 'il=i el. per plan e1. •er •Ian #4 @ 12"oc HORIZ. = _ I �•" . E WI <1(_-', 1,1 #4 24"oc _ o _ it.�) - eI. •er ••I rh @ (ALT. HOOKS) p° OSP, REINF. PER i iQ#4 @ 16"oc VERT. --k.. 1•,• ,� U!I ?_ .. SCHEDULE ----� ; L• • Q Lu IL ALT. HOOKS '- - - - - REID MIDDLETON, INC. (2)#4 CONT. EQ. EQ. FOOTING PER 20/53.2 3014 1 3 FOR CALL -OUTS FOOTING 512E 311 1'-6" U.O.N. 511 3025 IN COMMON SEE DETAIL 15/53.2 PER SCHEDULE 3700 1 4 4" AT 611 AT SIM. 1 5 SIM. 1 6 . I 1 7 I WE I PANEL PWPTH DEPTH 5O RF/NF TOP REINF BOTTOM TRACK PER 15/51.1 %211 EXP. JOINT OR MEMBRANE I 8 11 C LONG. TRANSV. LONG. TRANSV. PER PLAN - N-1--- REINF. PER ELEVATIONS • JUL 212011 3'-O" 21" (6)#5 #5 @ Vac (6)#5 #5 @ Vac!4 EMBED V: P�' e T 51-0" 30" (6)#S #5 @ 10"oc (6)#5 #5 @ I0"oc 4 PER 12/53.4 - LOCATE PER ELEVATIONS 1" PACK CONN. W/ NON-METALLIC GROUT BOND -BREAKER SLAB -ON -GRADE PER PLAN 8" STUDS PER 10/51.1 (2)#4 CONT. TOP #4 "oc • ---'-- It 3/8"x33"xO'-1" GROUT SLAB -ON PER PLAN -GRADE PRIOR TO BACKFILL �. %"x3"x0'-5" 3j8 V II II ' el. per plan 1 1 1 @ 16 VERT. EMBED PER s V ALT. HOOKS 13/53.4 - LOCATE PER ELEVATIONS II I it �e I EMBED it 16"x6"xI'-3" x x x x x • O o° ..,v, - ° °°�.�•..1. o �II�III IIIA % i CONTINUE FOOTING 4 _ 1^V (2) ROWS OF L � x x x x x- x 0 o -� I = I I _ Ell - 811 REINF. PER ADJACENT ° ��::•c4°o° :.�°° • _ (3)#6 x I2 D2L's @ 6"oc el. •er • Ian REINF. _ .. o�j�::o°oo° 13/53.2 A illiL il ..I ��6 e1. •er • la #4 / DETAILS @ 12"oc HORIZ. • • • • • • PER EMBED it.1z"x6"x11-011 II IL . 0• . . . . = `\' d 11�14n��1y W w YV/ (4)#5 x L 02L's - J1 b J L, N 11 � I I n @ 4 /6 oc to lEiu-m-Il-u-► 1(I I I = I I - I I = I I TOP REINF. PER : - =11(1_- - Q ` • FOOTING PER la/53.2 SCHEDULE �- . • (3)#4 CONT. W/ #4 TRANSVERSE EQ. EQ. AT 51M. 3706 1 8 I __\_._ FOR CALL -OUTS ,4 WIDTH 3702 / BARS @ 10"oc 21-0' 3012 = IN COMMON SEE m DETAIL 20/53.2 �-'( PER PLAN BOT. REINF 82 1 O / U.O.N. 4.> 20 PER SGHED. I REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL III I DATE T-1 0 N O � CO Ow r 0 N O r I . I I ci r Al Cf V' m CD v 4 1411 Farts Ave., Seita 1346 Suttle COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 113 PINE STREET- SUITE 300 Pi 206/343-0460 SEATTLE, WA 98101 i. 206/343-5691rid40Ma411 Cog NX COD I612 7 Ng maWIC m w42) Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number. S3.2 ®2010 FULLER -SEARS ARCHITECTS REMARKS I I6„ 2 1 o 6n I I T N 0) O 6/10/2011 1 I II WIDTH C3 BOTTOM REINF. TOP REINF. Med' PER PLAN DEPTH LONG. TRANSV. LONG. TRANSV. ° ° 11-0" 3'-0" (1)#7 #6 @ 12"oc. (1)#b #6 @ 12"oc 11-6" 3'-0" (8)#8 4t6 @ 12"oc (806 #6 @ 12"oc ° o ° ZZ ' q COLUMN \_\ COLUMN 4 FTG. o Mt ZZ ° 0 \ i2„ _ ., • Tr. PLAN Ar- , ,' •'. STEEL COLUMN SEE �/� ISOLATION ) 13/53.1 ,,--� ;>'' ,/ ' JOINT PER AT COLUMN -GRADE BRACED FRAME ELEVATIONS OF 55.5 SLAB -ON COL. BASE R GONFIG. VARIES ,,,,,-�'- /�; ^; PER PLAN ' 1,: - - BASE ft PER BRACED FRAME DETAILS /,; /; IN ER PLAN t.o. slab -on -grade , el. varies per plan :E::::R _�_ _ 6 // REI. PE- p ;�� 7 f x x X X X x x x _ W.P. :�• *4 ,�'�•T/, •,E ° iii 1 r Ji/ ; 11 11 1 1 v 5G �" LE 1. E. CHIN - , ,1�11� _ : , - „ I 1 DIAGONAL BRACE PER PLAN ' KERF R. I/2" • • • , Ii • \ \ • S • (I • • 1.1 o = pan ..1�II I I I O—O O O 11 11 II 11 R O . (6)ROWS (4)#4 TIES TYP. AT EA. COLUMN 1 1 I 4 I I 11 I I 4 A¢ i w Q m w 22" rz Q al IL a NI- LU/Ib COL. PER PLAN I ,2, % ► it %2"xl'-2"xl' '' 2" i CLR. ,. �� 5 / 6 346>/ / BRACE ' ::::; 60 OFFSET TO AVOID SHEAR \ 1.� �� 611 6" 11_40 11_4" 611 • o• � ♦ / / �( s KEY BLOCKOUT C G� s V �b W.P. T.O. FOOTING I 1 / �/ / / %4 PLAN It 3411 VVl (8)3/4" • • • , • •• 1 • • • A5 REQD. \ \ cn BOT: REINF. PER SCHEDULE9 V PER PLAN THREADED RODS REINF. PER SCHEDULE REINF. PER SECTION 34" NON -SHRINK \ j1 11 j1 IL j1 �,:::: � REVIEW® FOR " 6 t 11 " .1 I6 t I6 t 6 t GROUT II 3�6 SECTION CODE COMPLIANCE APPROVED "� i / WIDTH PER ♦ T SCHEDULE $ PLAN ANCHOR RODS SHALL BEL EMBEDDED 11" 1-4 DOUBLE HEX NUTS 12 APR 1 2012 City of Tulwila BUILDING DIVISION ' 3701 1 0 11 42 / / / // TYP. 3705 11„, 12 13 TRUNCATE BASE R. AT WALL ENDS / OPENINGS WHERE OCCURS - SEE NOTE 2 L )1,L L/2 COLUMN TYPE l TYPE II THICKNESS I S/ZF L W L W n H i H55 5x5 1" 11" 6" x211 < _ - _ < I \` < 12" -' H55 6x6 12" 1" IS" 1" 34" \ e" \ 12" 1211 TYP. TYP. i3" -N rk W TYPE I TYPE I► II TYPE o z II AT CORNERS NOTES: 1. INSTALL OFFSET BASE It. AT WALL BASE It AT WALL CORNERS WHERE 2. WHERE OFFSET TYPE II BASE It 15 r ENDS AND CORNER REQUIRED. REQUIRED, STEEL COLUMN PER PLAN ci z c m TRUNCATE (I) SIDE AND INSTALL CONNECTION AT OPPOSITE SIDE (2) BOLT A5 SHOWN. T.O. CONCRETE WALL c LI - OR FOOTING PER PLAN OR 14 r 'nce . (4)3/4"4) ANCHOR BOLTS (CONFIGURATION VARIES) ii iL, a" BOLT EMBED �- U �� Vu <<, 1 ;'\ 3030 „JI Li 15 1 6 I 17 I 1 8 I REID MIDDLETON, INC. COLUMN 4 FOOTING STEEL COLUMN Y PER PLAN BASE tISOLATION MARK SIZE REINFORCING ® 3'-0” x 3'-0" x 12" (4)#4 E.W. BOTTOM PER 10ON JOINT SLAB -ON -GRADE PER PLAN PER 15/53.3 (TYPE I) T.O. FOOTING EL. PER PLAN ® 41-0" x 41-0" x 12" (4)#5 E.W. BOTTOM GO 51_011 x 51_011 x 1411 (5)#5 E.W. BOTTOM ADDL. (5)#5 E.W. TOP AT SIM. ---� '�� a ' C IV .. JUL 21 2011, P ". xi.,T CENTS 3023 20 to)X00 •: r,• 1 #‘,,,,...:)• o60 a mo•o o • 11 I — —IIIIE1III —11 w Q• w w �- 1 1 L. • • O II �I ILII REINF. PER SCHEDULE I I I IEI I i 1 1 1 I I� I I I FOOTING II II SIZE 11 PER I SCHEDULE OF 2O/53.3 OF 20/53,3 3024 1 I REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 1 o o , DATE T N 0) O 6/10/2011 1 I II 1 C3 r N Med' IA CO tt1,alttitigtNlill! 711.214.612.4171 141.144.412.6 411 1411 Furth An.. Smite 1344 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 m yCC CACC CI Ism CCI cc mmi II Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: .EC Project Manager. TJG Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number. S3.3 © 2010 FULLER•SEARS ARCHITECTS I I 2 I • 3 IIIII VERT. REINF. PER PANEL ELEVATIONS VERT. REINF. PER PANEL ELEVATIONS , DATE r O Z::%. N O O \ . .. Mg:IlEi #3 ` C5 T N $ V LO 3xL ® 35/"O6- TERNATE HOOK SIDES #3 ` "OG 1 x -EXTEND BEYOND OF THE #3 x ALTERNATE C @ TIES @ 33/4"oc TIES 12" MIN. THE EDGE PIER 33/4"06 - HOOK SIDES 3703 'L II�II�II-o1,".7.1'-0"1 5 x - EXTEND BEYOND OF THE TIES @ 133/ TIES 12 MIN. THE EDGE PIER II'II3704 Y� �II-0"4 6 7 8 i / PER PANEL PER PANEL / ELEVATION ELEVATION (E. OF EMBED COLUMN PER �I ' 1 PLAN (BEYOND) 0 - II1 1I II ii I ii ii\. SII 1. 1 1 1 FILL BLOGKOUT W/ ' NON -SHRINK GROUT AFTER INSTALLATION OF BASE R REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION�5 °. I1 BASE t PER 5/55.6 PANEL II CONN. PER II °" FOOTING PER ELEVATION - 0 0` i - PLAN ii ii II 1 �5 9 3100 10 I1 4 6x4x3/8x1'-0" , t 3'I _ _ 4" ft 1/ II II I II / x8 x0 -1 (2)#6 x 3'-0" WELDABLE DOWELS (4)/2x4 W/ (306x3'-0" 122L'S 4 6x4x3/8x0'-1" A/ (2)*b x 3'-0" D2L'S 'I (2)/z � I " �� � � 4x/8 x 11-a" L ' DOWELS -�` . � III y STUDS In I " (2)h"4) x 4" STUDS '1 I� I" / x 4" STUDS II' 2012" CP x 4" STUDS - \ \ _ — IJ u u ' 0 IM \ O O C 'So -__ ' ___U__— " _ i 0 So I II U U U U U U ' o \ 4 ( --- --- ---�--- � _\__.'- 2" (5) @ 3"oc 2" I \ ` 4 SECTION 3022 \ 2" 3" 2" \ SECTION 3019 _s 24"3 24" 21 311 " / 2" 3033 2" / 3" 2" 3020 II`II�II_^II 'f --LV/ 13 ,,,, ''11 -vV 1 I'll' / / II -0" SECTION IhII�II_^II '`` -RV/ 12 q / / SECTION Ih11-I1-OIl ''LL 15 3/8 I? �', � ,, �� . 4x4x3/8 ' > . ;: � 1::0,' Li�� it ' / LSI _ _ i NOV 2 .. .� r 1 "x4"x01- BENT THUS: " REID LMIDDLETON, x 0'-6" EXTERIOR FACE EMBED ANGLE PER INC. 15/53.4 ► PER 14/53.4 5461/ � i - _y EMBED ANGLE � PER 13/53.4 u 1, ., SIIx01_1" REVEAL PER ARGH'L EMBED ANGLE iiK.- / I, � .., , BENT x �x0�" �,, �-4 \\ -// _ _ ti EXTERIOR FACE I i i S? S, -f II II ,�1> I=e5 PER 15/53.4 e5 t lliliMe el 51 t - , d It EXTERIOR FACE REVEAL PER ARCM. EXTERIOR FACE CEIVE; .; g�. JULAUL 21 2011 ';off„3.TCENTER 3018 20 0 -� EMBED it PER 14/53.4 �/ PER 20/53.4 © 3032 16 I REVEAL PER ARCH'L NAr 4 3016 1 I 4 3017Y, 1811 I FOR GALL -OUTS 3015 IN COMMON SEE DETAIL Iq/53.4 17 I REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL IIIII DATE r O Z::%. N O O r O N 1O ID . .. . . C5 T N C V LO CO 1411 Farts An.. kits 1344 Sattlt,Tt<tiigtafIH T11.214.412.4171 Fu.ifi.4$2.441 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CM. ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 99101 F: 206/343-5691 Cia M Col I co mil co ▪ CZ oar am isl CZ C4 CD CD imam Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: PANEL DETAILS & PANEL CONNECTION DETAILS Sheet Number. S3.4 FULLER•SEARS ARCHITECTS .v 10,-011 81_011 x 0( ENING REINF. PER 8/53.1 , P. REINF. PER PANEL NOTE I U.O.N. PS P-3 P-2 SEE PANEL P -I SEE PANEL P -I 9 0 0 in PANEL NOTES: I. ALL PANELS SHALL BE 51/2" THICK, U.O.N. PANEL REINFORCING SHALL BE #5 @ 12"oc VERT. CTRO. 4 *5 @ I5"oc HORIZ. UNLESS SHOWN OTHERWISE ON ELEVATIONS. PROVIDE (205 BARS AT ALL PANEL EDGES, A5 WELL A5 ANY ADDITIONAL REINFORCING SHOWN ON PANEL ELEVATIONS. PROVIDE REINFORCING AT OPENINGS PER 8/53.1 , U.O.N. 2. CONTRACTOR SHALL VERIFY ALL DIMEN510NS PRIOR TO FORMING PANELS. 3. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE REINFORCING STEEL A5 REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS A5 REQUIRED. 4. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MIN. CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. 5. PROVIDE I" NOMINAL SOLID GROUT BETWEEN BOTTOM OF PANELS AND TOPS OF FOOTINGS. 6. PROVIDE %" CLEARANCE BETWEEN PANELS UNLESS NOTED OTHERWISE. 1. SEE ARCHITECTURAL DRAWINGS FOR ALL REVEALS AND CHAMFERS. LEGEND PANEL MARK. 5EE KEY PLAN FOR LOCATION PANEL GONNEGTION SGHEDULE MARK DETAIL L PANEL TO PANEL CONNECTION PER 20/53.4 PANEL TO PANEL CONNECTION PER.Iq/53.4 PANEL TO FOOTING CONNECTION PER 20/53.2 PANEL TO FOOTING CONNECTION PER Iq/53.2 S. PANEL ELEVATIONS SHOW OUTSIDE FACE. REFER TO ROOF 4 MEZZANINE FRAMING PLANS FOR LOCATIONS OF EMBEDDED ITEMS REQUIRED TO SUPPORT FRAMING. q. PLACE VERTICAL REINFORCING AT CENTERLINE OF PANEL UNLESS NOTED OTHERWISE. WHERE REINFORCING STEEL 15 NOTED A5 E.F. (EACH FACE), PLACE 344" CLEAR TO INSIDE FACE AND 11/2" CLEAR TO OUTSIDE FACE. 45 @ 6"oc EA. FACE #4 ® I6"oc EA. WAY EA. FACE 113 LI— S U t 6 6 5/53.4 VV P -I (5" THICK PANEL) EL. - 301_011 ROOF EL. VARIES FOUNDATION PLAN EL. = 01-0" 0•00(0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION REID MIDDLETON, IVC, ECEIVE JUL 212011 IT CENTER Wed, 08 Jun 2011 - 8:57am REMARKS 261-4" 211-411 161-8" DATE r O N 0 CO O r p N O r m 10,-011 81_011 x 0( ENING REINF. PER 8/53.1 , P. REINF. PER PANEL NOTE I U.O.N. PS P-3 P-2 SEE PANEL P -I SEE PANEL P -I 9 0 0 in PANEL NOTES: I. ALL PANELS SHALL BE 51/2" THICK, U.O.N. PANEL REINFORCING SHALL BE #5 @ 12"oc VERT. CTRO. 4 *5 @ I5"oc HORIZ. UNLESS SHOWN OTHERWISE ON ELEVATIONS. PROVIDE (205 BARS AT ALL PANEL EDGES, A5 WELL A5 ANY ADDITIONAL REINFORCING SHOWN ON PANEL ELEVATIONS. PROVIDE REINFORCING AT OPENINGS PER 8/53.1 , U.O.N. 2. CONTRACTOR SHALL VERIFY ALL DIMEN510NS PRIOR TO FORMING PANELS. 3. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE REINFORCING STEEL A5 REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS A5 REQUIRED. 4. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MIN. CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. 5. PROVIDE I" NOMINAL SOLID GROUT BETWEEN BOTTOM OF PANELS AND TOPS OF FOOTINGS. 6. PROVIDE %" CLEARANCE BETWEEN PANELS UNLESS NOTED OTHERWISE. 1. SEE ARCHITECTURAL DRAWINGS FOR ALL REVEALS AND CHAMFERS. LEGEND PANEL MARK. 5EE KEY PLAN FOR LOCATION PANEL GONNEGTION SGHEDULE MARK DETAIL L PANEL TO PANEL CONNECTION PER 20/53.4 PANEL TO PANEL CONNECTION PER.Iq/53.4 PANEL TO FOOTING CONNECTION PER 20/53.2 PANEL TO FOOTING CONNECTION PER Iq/53.2 S. PANEL ELEVATIONS SHOW OUTSIDE FACE. REFER TO ROOF 4 MEZZANINE FRAMING PLANS FOR LOCATIONS OF EMBEDDED ITEMS REQUIRED TO SUPPORT FRAMING. q. PLACE VERTICAL REINFORCING AT CENTERLINE OF PANEL UNLESS NOTED OTHERWISE. WHERE REINFORCING STEEL 15 NOTED A5 E.F. (EACH FACE), PLACE 344" CLEAR TO INSIDE FACE AND 11/2" CLEAR TO OUTSIDE FACE. 45 @ 6"oc EA. FACE #4 ® I6"oc EA. WAY EA. FACE 113 LI— S U t 6 6 5/53.4 VV P -I (5" THICK PANEL) EL. - 301_011 ROOF EL. VARIES FOUNDATION PLAN EL. = 01-0" 0•00(0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION REID MIDDLETON, IVC, ECEIVE JUL 212011 IT CENTER Wed, 08 Jun 2011 - 8:57am REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL u DATE r O N 0 CO O r p N O r m lite z r Al CO ct IC (O 1411 Feed Ave., kits 131f COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET. SUITE 300 P.. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 M COD cia Mmum M Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: Project Manager: Drawn By. JEC TJX MRM Sheet Title: BUILDING B PRECAST CONC. PANEL ELEVATIONS Sheet Number: S3.7 © 2010 FULLER•SEARS ARCHITECTS Wed, 08 Jun 201 I - 8:57am REMARKS PERMIT SUBMITTAL NO EXPANSION BOLT INSTALLATION THIS AREA, TYP. III STOP HORIZ. WALL REINF. AT I DATE SPLICING $ DEVELOPMENT OF REINFORCING IN GROUTED MASONRY CONSTRUCT/ON JOINT (EXCEPT AT TOP OF MORTAR WHERE LINTEL ABUTS PERPENDICULAR WALL U5E OPEN ENDED UNITS 4 INSTALL - CORNER BARS PER 15/54.1 > �I�� I �� WALLS OR REINF. STRUCTURAL AND ELEVATED FLOOR SOLID KEY ROOF LEVELS WHERE PER GENERAL BAR TO MATCH TYP. NOTES CONTINUES) USING HALF-LENGTH VERT. BLOCK 30 BAR SIZE LENGTH LINTEL L -I PER �� ,= .51/54.1 U.O.N. ��� (0 MI la , eft, ammo rrrrrrrrrrrrrrrrrrrrrrrrr rrr.: rr wrrrrrrr//////rrrrr �r #4x o kWI % 180a STD. HOOK I I I I # 25" 4 #5 40" #6 5411 #-� 63�� #8 12" NOTE: GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT POURS EXCEEDING 51-0" IN HEIGHT. 4000 >5 //////////////////////////// : ///cc//////////////r////// AT EA. HORIZ. BAR MASONRY WALL �, Z_ _ �� PER PLAN I��I 21_011 II /�/ / / _ "'�`� ���� ��I MIN. ��''�� II RAKE BACK MORTAR 3/4 EXTERIOR FACE PLAN VON CREATE VERTICAL JOINT BY (I) BAR TO MATCH J TYP. VERT.. REINF. IN ��Nil '-_� �_. --► I► �/ / ._. � _ / /i/ CELL ADJACENT TO 1 SPAN OF USING HALF-LENGTH BLOCK UNITS OPENING - EXTEND TO OPENING ,: FLOOR OR ROOF ABOVE - II 11 III HEAD JOINT / / // �- � - aid) - GROUT SOLID i��1 1" 1----- 2 -- 1� Irry iffl/ r ,I.SEE I/ �� 1 -° ��� MORTAR JOINT i� �% !� (2) BARS TO MATCH MIN.* II I' ' I TYP. HORIZ. REINF. WHERE I I CMU WALL Is" le" MASONRY BELOW OPENINGli NOTE: WHERE 2 -0 NOT ��INOTIFY SlirridrAAV II - Ir ELEVATION /II AVAILABLE, EXTEND A5 FAR A5 POSSIBLE AND 1 PROVIDE STD. HOOK OR MATCHING CORNER BARS M� �II�PRIOR 4003 ENGINEER FOR DIRECTION TO INSTA ATION IF PANSION BOLT LOCATIONS 4006 FALL WITHIN RESTRICTED ZONES. 2 �'"��// � dor I/I I' 4001 NOTE: SEE PLAN FOR JOINT LOCATIONS. - 6 7 o VERT. REINF. PER PLAN, NOTE: ; ; ELEVATIONS, GENERAL LINTEL BOTTOM RE/NF SHEAR ; STRUGT. NOTES OR DETAILS REINF. D REINFORCING RUNS 24" ; l #5 PAST ROUGH OPENING, , L -I 8" EACH SIDE TYP., U.O.N. 2 12 TOP HOOK OF SHEAR i _ REINF. MAY BE OMITTED L-2 _ SEE 4/54.1 IF BAR 15 EXTENDED 24" L-3 _ MIN. ABOVE LINTEL _ / I / 'r (GROUT SOLID) / c (I)#4 CONT. TOP WHERE SHEAR REINF. NOT REQ D. HOOK VERT. REINF AROUND BOTTOM REINF. � r 11 Dn OVER 811 o n id % TYPE THICKNESS HORIZ. REINF VERT. REINF. SHEAR REINF. PER 1 o n 0- -1 - / % �; % SCHEDULE SCHEDULE NOTES: 8", TYP. U.O.N. IO , TYP U.O.N. 5" 10" (2)#5 ® 48"oc (2)#5 @ 48"oc #5 @ 32"oc #5 ® 16"oc E.F. �t" 0 � v' „7,� I. SEE 4/54.1 FOR TYPICAL REINFORCING AT OPENINGS. INI 5" (205 24"oc #5 16"oc @ @ - BOTTOM REINF. PER 1 2 5" (2)#5 @ 48"oc #5 @ 24"oc E.F. ** 0 N o 2. WHERE SHEAR REINFORCING REQUIRED, PLACE FIRST BAR HALF nrz o ni LI_ � SCHEDULE THE GIVEN SPACING OR %4 OF 'D' FROM WHICHEVER 15 LESS FACE OF SUPPORT, NOTE: EXTEND REINFORCING TO FULL HEIGHT OF WALL, U.O.N. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL HORIZ. BOND 4004 BEAMS REQUIRED AT FLOOR 4 ROOF LEVELS. 9 11 12 PER SCHED. -- OR GENERAL STRUCT. NOTES -_ .-c-; • SPLICE PER 5/54.1 TYP. i r STOP HORIZONTAL i REINF. SHORT OF i PLAN kW \/ERT. REINF. EACH FAGS , CORNER CELLS STOP HORIZONTAL ��', i / ririiii//zrzriiiiiriiriririii REINF. SHORT OF �+ �` r _ (I) BAR TO MATCH SIZE , SPLICE PER 5/54.1 CORNER CELLS •INTERSECTION il OF TYP. VERT. REINF. AT / _ riiiiiirririiiiiiiriiiiiiri CELL / % .�������������������o !;1 i / CORNER BARS SHALL • . - (I) BAR TO MATCH SIZE HORIZ. REINF. CONT. MATCH HORIZ. REINF. VERT. IN iii _viiiiiioiiiiiiiiiiiiii _ ., �......:,. ������������������'���������• �A��. T T D I�1 I D D LcTC� i� , INC. OF TYP. REINF. OF WALL W/ LESSER REINFORCEMENT FULLY GROUTED CELL REVIE!!ilED FOR BOE COMPLIANCE LAN kV/ VERT. REINF. CTRO. CORNER BARS SHALL MATCH HORIZ. REINF. APPROVED D OF WALL WITH LESSER APR 1 7 2012 REINFORCEMENT 4002 City of Tukwila BUILDING DIVISION RECEIVE ' JUL 21 2011 4701 �.'{��+�'��'�;x�. )i 15-�-- ----. 16 1 6 1716 !N/DTH DEPTH SOT. RE/NF TOP RE/NF 16/54.1 LONG. TRANSV. LONG. TRANSV. VERT. REINF. PER OR GENERAL STRUCTURAL NOTES NOTE: 3'-O" 16" (5)#5 #5 @ 16"oc -- -- SLAB ELEVATIONS VARY WALL REINF. PER 16/54.1 NOTES -77-)r-77- AT SOME LOCATIONS 5'-0" 30" (6)#5 #5 ®14"oc (6)#5 #5 ®14"oc OR GENERAL STRUCTURAL 8" MASONRY WALL PER "EXPANSION ,'������AV�������������������Al% •� X211 i PLAN W/ REINF. PER JT. OR PROVIDE 4• ed = EXP. JOINT OR MEMBRANE. BOND a STD. 180 4•51/ �' tcan:P MEMBRANE BOND - BREAKER AT WALLS- i / PLAN 4 16/54.1 - BREAKER AT WALLS HOOKS ON HORIZ. REINF. 0���Ar�����������������������������������������. i SLAB ON GRADE i 5" OR 10" MASONRY WALL PER PLAN W/ REINF. PER DOWELS TO MATCH PLAN SLAB -ON -GRADE PER PLAN ; MASONRY WALL VERTS. PER PLAN L ; PLAN 4 16/54.1 (ALT. HOOKS) � r r // i :� ` a;� I i i�_ `�- ADDL. VERT. BAR X X x r i X X x X g� r I I I TO MATCH MASONRY X X 111= I - - / /;T, _;:0,?oc, IT WALL VERTS. - 09)? ; �bo..,...-..!•k3_, , • •..Z.' DOWELS TO el. per plan• I I I i � I= �► _"_ � �= � �� 1 i i MATCH MASONRY INSTALL MATCHING r rn ArArAr ���ArArAWAVAA W������Ar 4r4r�������� . x -� =11- II II =1I - WALL VERTS.• DOWEL TO FTG. # _Li co (ALT. HOOKS) n, BELOW W/ STD. FOOTING PER > V 20/54.1 --- e A HOOK AT BOTTOM •• • TOP REINF. �������������������������.......m ������������ . PER SCHEDULE EQ. 8 II EQ. 4702 PLAN IN/ VERT. REINF. EACH FACE 3028 BOT. REINF• PER SCHEDULE 19 / / OR 10 WIDTH PER PLAN / 3027 2 0 1 I (5-0", U.o.N) Wed, 08 Jun 201 I - 8:57am REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL III I DATE r o N W CO o r p N p r (0 u e I I Ci z r N M It It! (0 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE. WA 98101 F. 206/343-5691 MN COD 0 II cc k et - m arm Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: TYPICAL MASONRY DETAILS Sheet Number. S4.1 l= ARCHITECTS co 8 REMARKS PERMIT SUBMITTAL I I DECK SPAN ' / '^ DIRECTION I -�� PUDDLE WELD I I. MAXIMUM DECK SPAN = 8'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). LOCATIONS USE HEAVIER GAGE WHERE DECK REQ'D FOR SINGLE SPAN CONDITIONS OVER 1'-0" c. to c. 2. PROVIDE (2) ROWS OF (1) %2"� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL 6/10/2011 DECK SPAN D /, DIRECTION I I 4 6x4x% (LLV) r N M 4 5x3x%4 N w0 EY -0" MAX. I ,- o 4 6x4x% (LLV) --�• �X ,� I- PLAN VEIN `�, q \ 4x3x% (LLV) 5x3x/4 EACH SIDE STEEL STRUT $ BRACED FRAME BEAMS PERPENDICULAR TO DECK FLUTES. \ `f' o i 5x3x/4 ``—' PLAN VEX 0 PROVIDE ('i) %Z"� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER 14 MIN. SUPPORTS PERPENDICULAR TO DECK FLUTES. TYPE = ASG E3-.36 OR VERGO !N/ FOLLOW/NG MIN. PROP�RT/F5: 11 PANEL WIDTH = 36 ALLOWABLE SHEAR CAPACITY 22GA. 3.VD / II II E 2 EFFECTIVE PUDDLE WELDS AT 1 oc TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK H55 36, G&O GALVANIZED ORIENTATION CHANGES. PROVIDE1/2"4) EFFECTIVE PUDDLE WELDS 24"oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc. REQUIRED = 512 plf 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING I.C.B.O. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK 18GA. INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. \ 3x3x%4 m 0 100 IXf EACH SIDEPROVIDE \ 4 5x3x1/4 typ' . 3/�e 3116 �� 4 6x4x% (LLV) �. I. -�`� �''-- I -(�"- r 3 /Ib NOTES: IL I. WELD DECK 2. NO REINF. 3. LARGER OPENINGS TO ANGLES REQUIRED MUST \ JL W/16"4, PUDDLE WELDS @ 6"oc 11 11 FOR SINGLE OPENINGS 4"4, or 41 BE COORDINATED W/ ARCHITECT SFGT/ON ALL AROUND OPNG. or LESS. 5001 &ENGINEER. 3 r �� r I - 0.175 in.4 3 I - 0.302 in.4 3 5 =+0.180/-0.115 in. 5 =+0321/-0.335 in. 6. REINFORCE DECK OPENINGS PER 3/55.1 , U.O.N. DECK OPENINGS Fy 38 ksi Fy 38 ksi MAY NOT BE SHOWN ON PLAN - SEE ARCM..4 MECH'L FOR ADDITIONAL - - INFO. 5000 5 tyP. SECTION NOTES: IL I. WELD DECK ALL AROUND 3�b I JL TO ANGLES IN/ 1/2"(1) PUDDLE WELDS @ 6"oc OPNG. Skylight SU Support pp 5113 2 9 6 el. per arch'I attach per deck notes DECK PER PLAN ANGLE STRUT 5GHFDULF ii._ LOAD - SEE PLAN ANGLE SIZE SPLICE PLATE SPLICE PLATE WELD. REVIEWED FOR CODE COMPLIANCE CONT. 4 4x4x1/4 IN/ PANEL PER UP TO I8k i 14"x51/2" 3 4 4x4xr 46�� x7�� TOTAL LENGTH APPROVED I" EXP. ANCHORS ELEVATION APR 1 7 2012 @24"oc (EMBED 4") —Ir-- City of Tukwila BUILDING DIVISION NOTES: �� � � ��'� I. PROVIDE BOLT HOLES @ 12"oc IN STRUT 4 ANCILLARY ANGLES FOR FIELD FLEXIBILITY. u - ANCILLARY ANGLE MAY BE SUPPLIED IN MIN. OF (3) BOLTS PER PIECE NOTES: • I. " A301 ANCHOR BOLTS MAY BE SUBSTITUTED ON AN EQUAL BASIS WITH EXP. BOLTS. 2. LEDGER SHALL OCCUR AT ALL INTERSECTIONS OF ROOF DECK AND CONCRETE WALLS UNLESS OTHERWISE NOTED. 5100 3. PROVIDE SPLICE CONNECTION PER 15/55.1 AT ALL ANGLE JOINTS 1 0. LENGTHS $ CUT IN FIELD. I 1N.--1,,. 12 ATTACH DECK TO ANGLE STRUTS PER DECK NOTES. " ic::--- per schedule > ___,.k._._.SPLIGf 'PIA PER PLAN VIFJN SCHEDPLAAY SED ON *MAY BE I%2" FILLET WELD IN SMALLER ANGLE LIEU OF 1/2"47 PUDDLE. 3/e"x3"x1'-0" SECTION SECTION t LEDGER 4 PER DETAILS per deck PANEL JOINT ' -,r > -�� u welding notes w ROOF DECK 1 5/g "d) /IL T 1 A301 @ 24"oc SECTION PER PLAN ANGLE STRUT PER ANGLE STRUT PER L AT LOCATIONS WHERE PLAN SCHEDULE r LOW FLUTE DOES NOT ALIGN W/ PLAN 4 SCHEDULE '—"' ANGLE STRUT, INSTALL ANCILLARY SFGT/IN IN `� PROVIDE SPLICE �'s 4 3x3Ofe. FOR DECK WELDING SIMILAR MANNER TO CONNECT WF STRUTS TO ANGLE STRUTS JOIST PER PLAN I" MAX. ANCHOR BOLTS-+ PER DETAILS 1'-6"// /e 11_/ 11 MIN. MIN.E 5105 0(014 !: LEU r Nov 2 U1l .� : . - ^m 5011 1 •REINF. 1 6 1 7 . REID MIDDLETON, INC. deck per notes PLACE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT OF BOLTS IN WHICHEVER SET COMPLIES IN/ -7-7-1/-7—/ DECK PER PLAN - RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES ORIENTATION VARIES TYP. BOLT SPACING (DECK DIRECTION VARIES) ../ /`�::��.`•.�..:;..:.�,'./ z < r IL ®�m�. el. varies 411 �.:: / SFGT/ON TYP. t.o. masonry 1 NOTES: ., ;.®::. / i I. 5/ 1'4) ANCHOR BOLTS MAY BE SUBSTITUTED • / "::.'' per plan/arch'I (follows roof at sloped locations) / ; ` ':; , : ' ' , :.:.....: :.' ,. ;. '':.. l / /, EMBED R 2"x6/2" CONT. W/ �2"� x 6" STUDS ® 24"oc, TVP. A301 LEDGER 4 4x4x%4 CONT. W/ ON AN EQUAL BASIS WITH EXPANSION BOLTS. 3/"4' EXP. BOLTS @ 24"oc SECTION TVP. W/ 43/4" EMBED. (MIN. 3 2. LEDGERS TO OCCUR @ ALL INTERSECTIONS BOLTS PER PIECE) .... ;.. ..:' / / ...... �: .:...... . ' , `',.. . ... :. _ ZQ u v' MIN. 8" BOND BEAM PER — '// / j / OF DECK &MASONRY WALLS, U.O.N. / :..:...:..::: ,., `.:,`....' j ._.:.... ,.. GENERAL STRUCTURAL / 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL PER GENERAL , ,. \ NOTES, U.O.N. / / WOULD OTHERWISE BE LESS THAN 4%2", USE STRUCTURAL NOTEST LEDGER IN/ LONGER VERT. LEG. IVE NOTE: / / < MASONRY WALL PER PLAN 4. EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN JUL --/-------4------/ GUT BLOCKS AT TOP OF r WALLS TO MATCH RODE SLOPE4007 . I I/2"_II_�II 1 8 21 2011 SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE ,; 4005 MIN. 2000 P5I STRENGTH PRIOR TO BOLT INSTALLATION. . .1�I,TCENT I I/2"=1'-0" 20 co 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL I I I I DATE 03/9/2011 6/10/2011 I I I I 0 r N M 11, N w0 igta 41111 7.1.2@4.4$2.4171 Fu.244.U2.44 4 1411 Ford An.,Slits 1314 Sotti• COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 I': 206/343-0460 SEATTLE, WA 98101 F. 206/343-5691 CA COD DEE I H MBI INEN 44 Cog sz Es= ®C CI13 piT Ca CO gell Pin Job Number, S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager, TJG Drawn By, MRM Sheet Title: TYPICAL METAL DECK DETAILS Sheet Number. S5.1 &MEE ARCHITECTS A 1 I 2 PERMIT RESUBMITTAL I BAR DATE 03/9/2011 1 r N O m . FACE OF SUPPORTING MEMBER 3" MAX STANDARD BEAM CONNECTION Ioz r N size per schedule - ei' IA NO.OF WORK POINT • PER PLAN BACKING 1"x345" BEVEL it & CONN. PER 5/55.2 \ 2 f 3/55.or BOLT SIZE PLATE WELD MAXIMUM REDUCED 1 i �� I see skewed connections BEAM SIZE (A325N) BOLTS U.O.N. THICKNESS SIZE CAPACITY (LRFD) CAPACITY (LRFD) 3/ " 34j6" t GS, CIO, W8, W IO o 2 %4" 24k Ilk (tw=0.17") ;;•� I%4" @3"oc BEAM 5I ZE PER PLAN WI2, WI4 54"473 1/4" 3/1611 38k 34k (tw=0.20") ���E WI6 3/4"4 4 % ° 3346,,52k N/A ......w,„.7,7_,,_ INI _ i 11 IL WIB, W2I 3/4"05 n 34&' 65k N/A W24, W21 3/"v 6 k ,, 54" ilk N/A ` pg° qcc; ,c 4 iz 2 W30, W33 3/"0 1 14" 346" 89k N/A BEAMS PER PLAN \\•,.. SHEAR PLATE SIZE AND BOLTS PER NOTES: SCHEDULE I. SEE 10/55.2 FOR HIGH LOAD CONNECTIONS WHERE SPECIFICALLY NOTED ON PLAN (SEE LEGEND ON PLAN SHEETS) OR DETAILS. COPE BEAM FLANGES A5 REQUIRED t = THICKNESS OF CONNECTION I 1 12" 1•4c4 i �o �� 4 5009 1 -1-0" 3 STD. ROUND HOLES IN PLATE, U.O.N. 2. REDUCED CAPACITIES ARE BASED ON SMALLEST PRACTICAL BEAM SIZE WITH COPE ON TOP 4 BOTTOM. • CAPACITY CAN BE INCREASED WHERE BEAM IS NOT COPED OR WHERE WEB THICKNESS EXCEEDS MINIMUM SHOWN. 5002 5 6 INCOMING BEAM PER PLAN / WI4 OR DEEPER l o w t STIFF. %"x3" EA. SIDE HIGH LOAD CONNECT/ON • - m WHERE SUPPORTED BEAM ° 5/55.2 EXCEPTo z 15 WI4 OR DEEPER It CONN. PER 1--. TYP. STIFF AT SIDES WHERE NO o _ EXTEND DOWN A5 SHOWN (USE x TYP. CONN. PER 5/55.2 to z - 3 < NO.OF �,/ FACE OF SUPPORTING 111 MEMBER 12 BEAM SIZE BOLT SIZEWELD (A325N") BOLTS U.O.N. PLATE THICKNESS (GRADE 50) SIZE MAX. CAPACITY (LRFD) INCOMING BEAM OCCURS � WHERE SUPPORTING BEAM 15 „� W12 OR SHALLOWER, U.O.N.) s (2) /4"� @ BEAM BOLTS GAGE (4)54"0 BOLTS @ BEAM GAGE 11 3 W8, WIO 3/4"� 4 %2" 54b" 3Ik / / BEAM PER PLAN -. _� _ I' 11 3j41i� 5/(6" \ 5 55.2 / /� - WI2, WI4 6 %2" 62k 5FGT/ON 1 AT INCOMING er _ a 11/2n 1 i I y IV-IN$/4u TYP. a 5 WI6 4 8 �2 4bn 15k -u.._ ....*..•. - --. *.. _.•...._..,e.._..�..... REVIEWED FOR BEAMS IN/ STANDARD CONNECT/ONS Nal WIS, W2I 3/"o 10 %2" 5/(6" 115k CODE COMPLIANCE 3"oc W24, W2l 3/n� 12 1/2" 5�6'� 142k APPROVED WI4 OR DEEPER 2" MAX. u.o.n.> 3�6 APR 1 '7 2012 PER 10/55.2 W30 W33 / 3 " / 14 1/2" 5 " rlb 1661: I I -IN It NOTES: City per k 1 ° BEARING R %2" * I typ• 10/55.2 i ° ° 1 ° ° I I �4 PER SCHEDULE size per schedule I. PROVIDE MINIMUM OF GLASS A PAYING SURFACE ON 9. 4 BEAM WEB FOR of Tukwila BUILDING DIVISION < STEEL COLUMN 3 /55.2 for TYP. STIFF R. AT SIDES WHERE NO 11 ft 1 PER PLAN I i < see INSTALLATION OF SLIP CRITICAL BOLTS. skewed connections 2.ONLY SPECIFICALLY NOTED LOAD CONNECTIONH QTS ON PLAN THICKNESS $ BOLTING PER INCOMING BEAM OCCURS SECTION BE4M5 IN/ -`�` HIGH I 10/55.2 (USE TYP. CONN. PER 10/55.2 WHERE SUPPORTING INHERE BEAM BEAM 15 WI2 OR SHALLOWER, U.O.N.) 2 AT INCOMING LOAD GONNECTION5 5TOP5 INHERE BEAM CONTINUOUS 5006 8 LEGEND ON PLAN SGH SLIP CRITICAL BOLTS OR DETAIUIRED (SEE) LS. I 1 PER SCHEDULE IN 3. WELD SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - STD. ROUND HOLES STRUCTURAL NOTE 40. SEE GENERAL 5003 10 11 12 it's PER 8/55.2 31611 AT STANDARD CONN*. per 5/55.2 \ (per 10/55.2 at per 5/55.2 \ (per 10/55.2 at I high load corms) it 3/e�"x3/211x01-1" W/ (2)3/4 BOLTS 3 oc STIFF. SEE 8/55.2 AT I'-0" U.O.N. 6"AT HIGH LOAD CONNS. BEAM PER PLAN . I high load corms.) INCOMING BEAMS PER PLAN per 5/55.2 (per 10/55.2 at BEAM BOTH SIDES WHERE OCCURS per 10/55.2 at _ V _ f / / < V high load ew --, ; L0 0 BEAM TYP. PER PLAN, corms) 1 e I high load conns. . , WS orWIOBEAM i �, I" 12" PER PLAN //io 11/2" TYP. II .mo 1 t 1 10 t i L�� 1 10 i o ► i 5416 I /'// 1 0 J 1 SIZE 4 PER 5/55.2 WHERE HIGH INDICATED OR DETAILS) TYP/GAL BOLTING (PER 10/55.2 LOAD CONNS. PER PLAN AT M $ INV BAMS 1 d r ft BEAM PER PLAN 3R SIZE BOLTING BEARING �. %2" MAX. PER DETAIL 5/55.2 PON BEAM PER PLAN it SIZE 4 BOLTING PER 5/55.2 (PER 10/55.2 WHERE HIGH LOAD GONNS. INDICATED PER PLAN OR DETAILS) 316 V BEAM 5BASED I)ZE (PERALLER 10/55.2 WHERE HIGH LOAD CONNS. •_.-_, 1 ° � ° Io ,, i 01 J STEEL COLUMN PER PLAN _� INDICATED PER PLAN OR DETAILS) (4)34" Q) BOLTS 5010 BEAM GAGE 5008 13 _ V U E NJ -1'1 5004 14 J NOV,, ,I 15 . 16 u �n n I2 n }� I2 u1212 REID MIDDLETON, INC. -m 1,1 -N m / it D.( � D. SIZE PER 4 BOLTING 5/55.2 , U.O.N. per 5/55.2 \ (per 10/55.2 at -\ %2"x6"x10" %2"x6" < EMBED R w < EMBED R x I FOR W8 4 WIO NOM. BEAM DEPTH W/ (4) STUDS 1 \ FOR WI2, WI4, WI6 L' THICKNESS 4 BOLTING 3 MAX.I STRUT BEAM PER PLAN, it. 14" I high load o W/ (6) STUDS PER 5/55.2 y -'N 1 12" - 1 12" m 1 31„ 12"///1 11 _ • __.0 BEAM I� • PER PLAN / \ CAP AT TOP conns.) EA. 51 DE I I I 5/�6 / OF COLUMNS I BEAM PER PLAN f . �- -IN /6"/ I .---- n cn 1 --i 0° 0 •1 1. 0 0 0 I O 0 0 O ` c ®I _- 0 01 0 o 11 Ii_ 1i ��i 0 C 0 t o 0 , J \ _\ m e _--ri _-� \ \ e .. 1/2"xcl" I?. �2"x_I" \ EMBED x EMBED x I NOM. BEAM DEPTH NOM. BEAM DEPTH HORIZ. SHORT EMBED R FOR W18 W21 FOR W24 4 1121STD. it BEAM EACH SIDE HIGH LOAD CONN. "'\ SLOT HOLES IN KERF SIZE 4 BOLTING I WHERE OCCURS PER 10/55.2 WHERE IN/ (8) STUDS= \ "'\ 4' < W/ (12) STUDS PER HIGH LOAD CONN. STEEL COLUMN PER PLAN INDICATED ON PLAN \ 5/55.2 > SCHEDULE OF 10/55.2 INHERE HIGH LOAD OPPOSITE 5/0E5 OFA CONNS STEEL COLUMN PER PLAN OCCUR ON H55 OR PIPE COL. TYPICAL I 41 OR DETAILS SIDE JUL PL.. !CENTER OF COLUMN �� 21 2011 ON ONE ONLY i. 5005 20 "� per NOTES: FACE OF CONC. WALL• I. ALL STUDS SHALL BE 34"0 x 42" U.O.N. 2. HORIZONTAL DISTANCE FROM EDGE OF CONCRETE TO CENTER OF NEAREST STUD SHALL BE 6" MIN. 3. PLAGE EMBED T. IN WALL SUCH THAT ATTACHED it WILL BE HORIZONTALLY AND VERTICALLY CENTERED. I 5007 18 I 6 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 1111 DATE 03/9/2011 1 r N O m . um Ioz r N Cl ei' IA CO 1411 Furth An.,Seite 1316 Seattle, sligtafl111 Tel.216.412.1171 Fu.2i.412.6401 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-3691 Imam 1 h = WI co Q as~ = oat W M E Ca FIN cc= M rim Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager: TJG Drawn By. , MRM Sheet Title: TYPICAL STEEL DETAILS Sheet Number: S5.2 © 2010 FUUfR•SEARS ARCHITECTS a 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL el. varies o '' / / WALL DATE 0 N M o per arch'I i. < MASONRY i r N TILT PANEL PER ELEV. V' IA PER PLAN < -UP 316 4 4x4x1 W/ 4 4x4xi4 CONT. IN/ per deck per deck CONT. 54"(1) a A.B. @ 8 oc ON EITHER / SIDE OF EA. STRUT i i welding notes welding notes 3/4" 0 A.B. @ 1"oc ON EITHER SIDE OF EA. STRUT y (s/4"eP A.B. @ 32"oc AT ---- ,�(Irk� i` ALL OTHER LOCATIONS). � } a � ==—i o � A/L OTHER LOCATIONS). / EMBED BOLTS 6" 4 HOOK / AROUND REINF. A5 SHOWN —44 12II 42 _ �•, EMBED BOLTS 4" 4 HOOK AROUND REINF. A5 SHOWN r � /// NOT AT SIM. 1211 HORIZ. RENF. PER GENERAL 3,16 V #5 CONT. STRUCTURAL NOTES / JOIST PER PLAN T. 5/6" 1^I/ (1)54"0 BOLT 4 4x4 STRUTS PER PLAN - COPE VERT. LEG 4 EXTEND ^_,I,T —— MIN. 2" OVER JOIST FOR CALL -OUTS 5104 IN COMMON SEE DETAIL 5/55.3 3 5025 5 6 REVIEVVED FOR ODE COMPLIANCE PER APPROVED 3/8"x4"x11-4" ` PPR 17 2012 City of Tul1ila EMBED T. IN/ (2)54"0 x 6" 5TU05 @12"oc 4 DIVISIO� 546 V : INSIDE �3�I �IG �d r,_ _� R TO OCCUR ON FACE OF WALL, TYP. ,�u _ CONN. PER 5/552 PLAN LOAD ; PANEL PER 2'� CONN. PLAN / j PER 1 PER 5/55.2 AT SIM. II 11 , LL �OFWA11 �.. OF BEAM `- --- BEAM1.1u : .. 1,/-7----) I �BEAM :NOF 8x8x%2 I 11BEAM PER PLANi —��BEAM PER PL 4 x l'-4" W/ (4)5/8" 2'-6" D2L's _____�oEMBED w 16"x11-2" x @ 4"oc 4 (3)344" cP x 6" STUDS @ 4"ocII I\ I CONN. PER 5/55.2 5/6 V < PLAN ; -� PER PLAN AT SIM. CONN. PER 20/55.4 WALL PER PLAN JOIST PER _J� CONN. TO EMBED PLAN ck OF BEAM 5101 10 PER 15/55.3 FOR GALL -OUTS SECTION IN COMMON SEE DETAIL 1/55.3 5107 8 FOR GALL -OUTS 5102 IN COMMON SEE DETAIL 10/55.3 PLAN 9 PLAN 11 —t tet— r FE 3/811x511 PER PLAN - - WALL CONTINUES AT SIM. ft 1.- CONT. EMBED 6" / V <(3) sides, typ. PER 18/55.1�P CONT. EMBED R PER I8/55.I DOES NOT ,. -1- 0 0 CONN. PER 5/55.2 , TYP. BEAM PER PLAN H Lr [ ] [ ] V '� l0 /4 OCCUR AT //J. 1 1 0 51M. it SPLICE PER 14/5 I.' 1, � 8x4x%2 x 11_411 IN/� J� 5/ II 11 (2) 4) x 30 D2L1 s ///// ///////////////////moo' 8 BEAM PER PLAN - tx� '-' - - @ 8 oc (3)/2 x 4 n 6 "oc 1 BEAM PER PLAN « ///////////// ///////////la STUDS @ 311, Jr .:. CONN. PER 5/55.2 (WIO CONDITION) 4 STRUT PER PLAN ___J ft 3/8"x6"x0'-8" WALL PER PLAN BEAM PER PLAN EMBED W/ (12)%2"� x 24" D2L'S / , < COLUMN PER PLAN EMBED 4 PER 1/55.3 WALL PER PLAN �� , @ 4 oc 5117 12 5106 13 MASONRY WALL PER PLAN 5103 14 MASONRY WALL PER PLAN 5108 15 16 1 7 �� 1J EID t 1 ore 0(.0(. E V 0 L W ��,10 / ?_ ',: M1DD NII , JUL [� -- i 1N1C.} IVD 2izo» ',a 1T6T ER 20 INSTALL BOLTS MIN. 8"oc IN COMPLIANCE CONNECTION PER 5/55.2 IN/ STD. HORIZ. SHORT SLOTTED HOLES IN R 1211 W/ SHOWN AT RESTRICTIONS ON 2/54.1 HEAD JOINTS TYP. CHANNEL 6" 6" 211 SECTION —'NIIII PER PLAN MASONRY WALL 01.. PER PLAN NJW".% r acio��F��������������������� 1m s 0 n .,...2.. �• �� �� 1/2"x11 11111Li..., BEAM PER PLAN -0"x11-2" W/BEAM PER PLAN i� W/ it 13 n �6x3HORIZ. MASONRY WALL (4)3/4" 0 EXP. BOLTS @ 6"oc EA. WAY A SLOTTED HOLES FOR PER PLAN / (4)3/4" (P EXP. BOLTS (EMBED 43/4") PLAN (EMBED 434'9 NOTE: SECT/ONL EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL 510E5. GROUT SHALL ACHIEVE MIN. 2000 PSI STRENGTH 5019 PRIOR TO BOLT INSTALLATION. 18 5715 . 19, a 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 1 I o o I DATE 0 N M o 0 N i.4 co i. II i r N CO V' IA 0 1411 Farts An.,Smite 1344 Sattlt, sligta98111 711.214.6112.4171 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 co Job Number. S101203-02 Dote: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drown BF MRM Sheet Title: STEEL DETAILS Sheet Number. S5.3 © 2010 FULLER•SEARS ARCHITECTS I I attachper '-�'� IIII REINF. PER TI-- r O N 0) M 0 GENERAL T.O. STEEL STRUCTURAL NOTES JOIST MFR. SHALL DESIGN PANEL PER PLAN THE TOP CHORD OF JOIST EL. PER PLAN t.o. wall . deck notes shop -weld @ 14 V 0 H55 BEAM PER PLAN r 4 5x5x5r(6 x 0'-5" END TO RESIST 3000#14,000# CONT. PER 10/55.1 PER 20/55.1 W/ el. er archil pEA. "11 (5%2 THICK WALL/ 8 THICK -�� PROVIDE (2) 5/8"Q) EXP.4 (2)34"� ANCHOR BOLTS SEAT DEPTH = 2/2" WALL) OP HORIZ. ANCHOR @ 1"oc GTRD. ON J015T (EMBED 4" ®8"oc GTRD. ON J015T 14// AT P.O. WALL 3 o 46 V -j/811 /CTRD. EMBED PER 4/55.4 ON EACH ROOF DECK PER PLAN - ORIENTATION VARIES 346 V 3_12 steel beams OUT -OF -PLANE V 4 FORGE (ULTIMATE)1" AT 5/2 THICK WALL $ i„�(3) AT 8" THICK WALL) GLR. TIP. sides %4 V2 JOIST PER PLAN MAX. ;; „ �� PANEL :� • �� T 3r16 V2 IN � MIN.I" N2n -ICV ''r : � � on\ '� JOIST MFR. m �� N CONN. PER L� 1/55.4 1 . J` PER PLAN � SHALL DESIGN !' - %2" �-� - „ in , _^ - _ti --1 4 2/2x2/2x% - HOLD CLEAR OF JOISTS AT EACH END WHERE OCCURS, TPP. J015T GIRDER CHORD OF JOIST /i • u -ti TO RESIST 4,000 OF HORIZ. / f 6 �� SGTION 211 �„� , - 111 II I 11 OUT 1 -�P , JOIST PER CONN. PER 1 PLAN4" 20/55.4 EMBED h x8 x0 -8 W/ (2) ROWS 3i °o x " ®5 oc -OF -PLANE FORCE (ULTIMATE) JOIST PER PLAN (MIN. 2%2" BRC. z o v u' / / , 4 4x4�x3/e x I'-2" W/ , 4x3 HORIZ. SLOTTED / 3 11 4 N 3/6"x7"x11-0" HS5 BRACE PER PLAN . N MAX. ` N ASTUDS (STEEL NOTE: FILLER ANGLE REQUIRED FOR MEMBERS AND ONLY FOR THOSE HELD DOWN FILLER ANGLE ALSO REQUIRED WHERE Filler ,4n le Between Anele - BEAM%I WHERE OCCURS) DENOTED "STRUT"PER PLAN AS SHOWN FOR JOIST SUPPORT. DECK ORIENTATION CHANGES. 5114 K -Joists at Flat Roofs 2 GIRD. ON JOINT BTWN. PANELS -.�^ (� BRACE 5�6 I _ 1 " 1 - FIELD WELD TO 2" LENGTH) ANCHOR BOLTS .% •• / el. -la -6 • ,� 4- 7-c , '_ "� / EMBED MAX. \ . < MASONRY WALL PER PLAN , �/EQ. �^ 5023 4SOLID t.> �8 NOTE: EXP. BOLTS GROUTING PSI STRENGTH .i _2,42z_ SHALL HAVE MIN. 6" OF ON ALL SIDES. GROUT PRIOR TO BOLT INSTALLATION. EDGE DISTANCE IN 5021 SHALL ACHIEVE MIN. 5 (4) sides> 5 >4"MIN It %2"x12"xl'-0" FOR CALL -OUTS IN COMMON SEE DETAIL 4/55.43 5024 w.P. NOTE: 5711 DECK NOT SHOWN EMBED f� 3/e"x8"x1'-0" W/ FOR CLARITY. (4)/2"0 x 30" D2L's @ 4"oc 1 BEAM PER PLAN PARIES w.P. t. ' 2 "MIN. BEARING JOIST MFR. SHALL DESIGN THE TOP CHORD OF TRUSS TO RE515T <typ. 4,000# OF FORCE (ULTIMATE) FILLER ANGLE LL PER 2/55.4 HORIZ. OUT -OF -PLANE V > 3SLOPE R. 5/6"x2" BEAMS, � 3/ib 5�6 \ BEAM OR JOIST PER PLAN (WHERE OCCURS) x /*= CONT. 4 PER 5/55.3 OR 3/55.3 IN/ ANCHOR "'L' J015T PER PLAN i /8 I I /8 BEAM PER PLAN � BOLT EITHER SIDE • ' _�N v _�N OF TRUSS CONN. 5/16 6 -441111111C04♦c�, 14N '41004w- 4164, J � KERF 15 ck BRACE HS5 PER PLAN it X211 L . � ^' - =,_ ----1 r--.----' kik V -N-s-\ /-s.' i _1 ,4°, BRACE I 1 �' 1 �� k P ! „ CONN. PER 20/55.2 (HIGH LOAD CONN. JOIST JOISTS PER PLAN / 4 5x5x /8 x 0 -10 %2 GLR. COLUMN PER PLAN (USE 4 5x5x3/8 x 0'-8" MAX. W8 BEAMS) JOIST PER PLAN _� i 1 o WHERE OCCURS) JOIST GIRDER PER PLAN GIRDER PER PLAN BEAM PER r 7 I PLAN FACE OF CMU OR CONC. WALL PER PLAN J015T GIRDER PER PLAN . 5013 8 _lam BEAM PER PLAN (SLOPE VARIES) 5710 PER PLAN 5014 9 5012 10 FOR CALL -OUTS IN COMMON SEE DETAIL 20/55.4 `^ 5116 6 COL. 7 el. per archil 6005131-43 GIRDER PER PLAN it 24"ocMil CAP 1/4"\ 4 GOVT. HS5 bx4x5/�6 FLAT - CONN. TO COLUMN BEYOND PER 12/55.4 �4 14", JOIST PER PLAN BEAM PER BEAM BF BEAM PER PLAN AT SIM. CONN. PER 20/55.2 WF BEAM INHERE OCCURS PLAN 1 � CAP R TPP. PER ARGH'L typ.> V � fr 2 CONNECT TO CONC. H55 PER 13/55.4 H55 WHERE OCCURS / -7 4 4x4x% 4 �� I ROOF DECK PER PLAN WALL PER 17/55.4 WHERE OCCURS i` o fr} I o `, i r I0 O;1 {I IO � 0I • itl 1, L.'. O 1 Jj 1 0 1 O 1 TOP $ BOTTOM I 3/811x511x01-511, I ,^ TRACK PER 15/51.1 TPP. EA. 5110E PER typ.> / V. I ----I i BEAM PER PLAN CONN. PER "III WHERE OCCURS \ COLUMN 4 3x3x/ @ 8'-0"oc CONNECT TO TOP 3/ " `/ 1 20/55.2 4 PLAN 51 10 12Nov GIRDER BRG. SEAT _ I COLUMN PER PLAN CHORD OF JOIST BEYOND DEFLECTION ALLOWANCE 1-1 PER 20/55.4 JOIST GIRDER PER PLAN HS5 PER 13/55.4 , TYP. BRIDGING PER 18/51.1 TOP TRACK < STEEL COLUMN PER PLAN PER 5/51.1 STUDS PER DETAILS THE LEVEL BELOW 5109 1 3 CONN. PER 12/55.4 PLAN 51 15 11 5015 1 `"F FOR GALL -OUTS IN COMMON SEE DETAIL 20/55.4- i_� -�_�� rj;% _ 5016 �s u' <<_; ! i ' - 1 5 � 2 [--9I el. per archil el. per archil REID MIDDLETON, INC. JOIST _ 1111 I I-. LOCATED I rl �- PER PLAN , It %4" CAP _ r SECTION • MAX. I I H55 2x2x1/4 1 6" FROM EA. END OF I CHANNEL 4 ®,2'-0"oc - 211 i i - -r `-i I--" MAX. /4 - 4 6xbx/2 W/ (4) 3/4"4) EXP. BOLTS II � I - 1 l , .. , \ ROOF DECK PER PLAN � �; ;, 311 < WTI0.5x41.5 x 0'-bh" W/ (2)3/4 11 11 HS5 PER 13/55.4 s (EMBED 4 /) / BOLTS ®5 oc S =a MIS MIN TOP BOTTOM PER I5/51.1 PLAN -\-44414_-I- WT5x15 x 0'-3" W/TRACK CONN. PER 12/55.4 el. per arch'I 34 (2)/2"� BOLTS 3i "oc 4 FILLER 4 PER 2/55.4 DOES NOT OCCUR k AT SIM. - CHANNEL PER 3/4" ` �' .-..-.�.4_._- __ STABILIZER it JOIST o -' �` 1:031=c-3 o _ 11 TOP TRACK PER 5/51.1 DEFLECTION ALLOWANCE PER 18/51.1 BEAM PER PLAN AT 51M. BEUIE nED FOR SECTION 3i "x4"x0'-6" - DO NOT CODE COMPLIANCE APPROVED WELD OR CONNECT • GIRDER PER PLAN - I ' 4 PER 13/55.4 TO ALIGN W/ ROOF BRIDGING �\ \ BOTTOM CHORD TO It APR 1 7 2012 City of Tukwila BUILDING DIVISION j Ow �� ED JUL 2 2491 5018 1� °: , NEMER 20 4" / -In JOISTS CONN. TO JOIST PER 13/55.4 . STUDS PER DETAILS THE LEVEL BELOW 5714 1 6 I --- 51 1 1 FOR CALL -OUTS NOT READ. AT SIM. 5112 IN COMMON SEE DETAIL 13/55.4 18 CONCRETE WALL PER PLAN 17 LIb.0 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL IIII DATE TI-- r O N 0) M 0 r r 0 N 0 t0 u u . i oz r N C4) 411' 10 CO I W I ga N COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 206/343-5691 I Ii! 0 COmum lam Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: STEEL DETAILS Sheet Number. S5.4 FULLER•SEARS ARCHITINCTS A 1 2 PERMIT RESUBMITTAL . . . . DATE 0 6/10/2011 o FACE o . H55 r 346 Cf, FRAMING PER 20/55.1 to co OF CONRETE 3/8"xl2"x1'-0" WALL ir EMBED IN/ (4)34"4) x 6" STUDS @ 8"oc EA. WAY r Typical PLAN HSS to grind smooth 5706 H55 Connection 5 FOR GALL -OUTS IN COMMON SEE DETAIL a/55.7 5708 4 6 7 C > 3/8" 4 ,3/8" -DIM. PER ARCM_PER T. - PIM. .eI. per arch'I ARCM_\4 • n it 1DD I GAP % grind smooth I I 1455 5x5x! r I I I I i /4 V /8"� TIE -ROD I el. per plan #21/2 H55 PER 20/55.1 , TYR GLEVIS 7 4 ft STIFF i4" EA. SIDE TO ALIGN W/ H55 P05T5 o Q 346 V 3, �� .�4 BEAM PER PLAN Typical .41 3/�6 5705 HS5 Corner Connection I 0 ��� 3/8" �� , DECK PER 20/55.7 R - DIM. ? el. per plan L p p SLOPE PER ARCH L PER ARGH'L — — — — ' ° :� HS5 PER H55 PER PLAN 20/55.1 , TY" . L. 3/811x611 /4 , R. IN/ (2)34"0 BOLTS NOTE: BENT % 2 3/6 V2-12 12" 12" 5707 CONT. R x 3 ®3"oc FLOOR FRAMING NOT «•1 SHOWN FOR CLARITY typ'� %4 9 11 12 13 . REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila BUILDING DIVISION PER ARGH'L H55IOx3x3rib 0 11-10 I r.1� HIM' 10/55.1 TYP. AT 1- ----- , 5HEAR TABS PER x/55.1 CORNERS , I . TYP I 3 X — ±ir t�,H H55 ( 1 `` 11 NOV 2 14%) 0 t 14_ 6x2x3r16 [11'_6"] IL.,._lir REID MIDDLETON, INC, . mN O _ _ 01 —' tfl ROOF DECK PER PLAN NOTE I ON 52.2A ¢ w IL 1617 I I 18 , tn H55 6x2x34 [111_6"] R 4 C STEEL COLUMN PER PLAN I� 61/55.1 AT STEEL ;= I_�' 346 V el. per plan CONDITIONS ' . 4/55.1 AT CONCRETE at I CONDITIONS d GAP R 14", TYP. why. 211 I_ ._.._____.___ cJ (i IGXAP ff. %" AT 1 HS5 ENDS, TYP. II H55 FACE BUILDING I0x3x [I I'-10"] 46 0 MEW % I 3 V <typ. 4 to h55 /�b 4 4x4x3/8 x 01-5" TOP 4 BOT. OF w H55 BEAM OR GONG. JUL 212011 illIL WALL PER PLAN PL'', ICENTER 5704 I p14'211-°1120 Typical Canopy FramingPlan s,Ib V 5709 19 , REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL . . . . DATE Ir.. r 01 CD CO 0 6/10/2011 o . o . Z r N Cf, 41 to co • F v W a V igc 1411 Fourth Ave., Smite 13U Suttle,lhthisgtes91111 7.1.244.442.41711 Fu.244.412.1441 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET • SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 a ea I cpk••ft, Mal 14 Cog 409 tag cc mo CS Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager: TJG Drawn By: MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number: S5.7 © 2010 FULLER•SEARS ARCHITECTS N 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL 6" STUDS PER 10/51.1 11 8 STUDS PER 10/51.1 3x . PAI23 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS SHALL ENGAGE % HORIZ. REINF.) I ; / (8) Ibd @ 4"oc I6d @ 12"oc STAGGERED AT STAGGERED EA. SIDE OF SPLICE ELSEWHERE SHEATHING AND TOPPING 3x PLATE RIPPED TO PER PLAN MATCH FLANGE WIDTH NAIL SHEATHING 2x BLOCKING @ 48"oc NAIL SHEATHING TO BLKG. W/ IOd 4"oc 1 PLATE RIPPED TO MATCH FLANGE WIDTH SHEATHING AND TOPPING PER PLAN J T T AT 51M. BOTTOM TRACK PER 15/57.1 STEEL BEAM PER PLAN SHEATHING AND TOPPING PER PLAN ; , i JOIST BLKG. @ 48"oc —'�'— JOISTS PER PLAN �- IA ID TO BLOCKING WI (STAGGER EA. SIDE IOd @ 4"oc OF WF BEAM) — �.■■■.■■.�... MIIME MERE N.■...a '����������MINIM '�MIEIMI'IMMI•MEMM' TOP CHORD 6516x4'-0" TO PAI23) (ADJACENT / r SPLICE BOTTOM CHORD S � � (H55 AT 5ia11� — - - �,% �� ' � REINF. PER GENERAL - - .I TiT� 1 { �,�� i m� STRUCTURAL NOTES ► 51M.) !nU l I L -J ►. L -J L- 4 j - i I-, -I S GPL STUDS @ 32'o ,� (COUNTERSINK NUTS) - "'� ((2) #5 MIN. CONT.) U /[i �=� r SPLICE �- �� 6 0 MIN. BETWEEN SPLICES TOP TRACK PER 5/5.1 U �.II JOISTS PER PLAN 5/ „ JOISTS PER PLAN STEEL BEAM PER PLAN W/ 5/b"4) CPL STUDS @. 32"oc (COUNTERSINK NUTS) : 6720 1 2x PAD x I'-0" TO ALIGN W/ JOIST BLKG. CONN. TO BEAM W/ (2) ROWS OF 0.14 DRIVE PINS @ 1"o l aL- JOISTS PER , r < MASONRY WALL DEFLECTION SPLICE TO OCCUR WEB STIFFENERS PER JOIST MFR's I GAP ALLOWANCE PLAN r r f i PER PLAN 4 AT OF VERT. STUD, TYP. 6000 Sawn Lumber - Stud Wall Plate Splice 3 Top 2x4 FLAT BLKG ((3) JOIST BAYS - 4'-0" MIN) SPECIFICATIONS BRIDGING PER 18/51.1 FLANGE JOIST TOP HANGERS PER GENERAL STRUCTURAL NOTES STUDS PER DETAILS OF LEVEL BELOW 6001 4 3x12 P.T. LEDGER IN/ (2) ROW/S OF 3 "4) ANCHOR BOLTS ®16"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF.)p 6715 2 FOR CALL -OUTS IN COMMON SEE DETAIL 4/56.1 TJI Floor 6100 Joist Parallel to Exterior Wall 5 NAIL STRAP SHEATHING 4 NAILING 11 FULLY EXTENSIONS PER SHEAR WALL SCHEDULE ABOVE 4 BELOW OPENING SHEAR WALL PER PLAN NAIL HALF OF STRAP HOLES EMBED I 3 /8�� xb�� x0 (2)/2"4) x 24" D2L's -8" W/ @ 4"oc 3 2 LSL RIM BOARD BLKG. A35 a �� PROVIDE 2x BLKG BEHIND NAIL SHEATHING TO BLKG. IN/ IOd 4"oc MARK OO HOEDOWN MIN. NUMBER STUDS, U.O.N. 02 LORD DETAIL REF. WEB STIFFNER ALL STRAPS WHERE MEMBERS ii ,, i / I� @ oc r - DO NOT OTHERWISE OCCUR II III STRAP PER PLAN « (WHERE OCCURS) �_ �� 4 211 SHEATHING AND TOPPING PER PLAN • DOUBLE STUD (FULL HEIGHT) EA. SIDE OF OPENING. NAIL SHEATHING PER 'PANEL NAILING' COLUMN OF 11 1 JOIST BLKG. @ 48"oc HDA SIMPSON 5 HDU / 2 61k 12/56.1 STUDS 4 TRACK PER 4/56.1 STUDS 4 TRACK PER 4/56.1 -'N 2 „ LrJ L, NDB DETAIL DETAIL DETAIL 11/56.1 I DIAPHRAGM BOUNDARY NAILING SHEAR WALL SCHEDULE > ° ° ��� CONT. 3%2” LSL RIM. BOARD ` "oc HOEDOWN SCHEDULE NOTES:II C516 STRAPS ABOVE 4 BELOW ; ; ; I — Ibd @ 8 OPENING OVER SHEATHING (6516 STRAPS EA. SIDE WHEREIIII, i i Iii �- ,,, IJOISTS '' C7 I � /- PER PLANCONNECT OPER TOP TRACKIJOIST PER 15GHEDULE5/51.1 TO BLKG.JOISTS 0 �GHEDULED PANEL EDGE NA LING.AIL PLYWOOD SHEATHING TO DSTAGGERINAILS STUD 15 NAILED. HOLDOWN IN/ SD THAT EACHSHEATHING 6702 Holddown Schedule � PER 20/56.1 OCCURS18 EA. SIDE) IBIOd PER PLAN PER PLANNG A EA. SIDE OF 20/56.1Q p CONT. TOP PLATE - SPLICE PER 3/56.1 J4 346V FULLY NAIL STRAP EXTENSIONS NAIL NOTE: STRAP THIS DETAIL APPLIES WHERE SPECIFICALLY CALLED OUT ON PLAN. Shear Wall HALF OF HOLES 6502 Opening $ p g STUD WALL PER PLAN I SIDE W/ (2)5/4' EA. BOLTS 3 oc 6716 FOR CALL -OUTS - IN COMMON SEE DETAIL 4/56.1 TJI Floor Joist l < SHEATHING PER 20/56.1 '--�''- AT SHEAR WALLS 6101 Perpendicular to Exterior Wall 9 FOR CALL -OUTS IN COMMON SEE_ 6102 DETAIL 1/56.1 TJI Floor Joist Parallel to Exterior Wall 10 MASONRY WALL 6 PER PLAN p KERF T. 411x6"x1'_0" W/ (2)3/"4) BOLTS1 MAX. 12" n ADD'L STUD A5 READ. AT WALL ENDS /c-WE�O FC R D� COIVIt�LIA�CE APPROVED APR 17 2012 City of Tukwila sDILDIN DIVISION (2) STUDS MIN. PLACED BACK TO BACK AND , -„�_ WELDED TOGETHER PER 13/57.1 I ' KERF WIDTH = 3/a „ MAX. / CAP �j'_ ÷ ---� 1 SIMPSON HOLDOWN 5/HDU6 ii �� 1 11 m\ 0 I I I 44111111 MARK SHEATH/N6 BLOCK FASTENER SPACING SCREWING OF BOTTOM TRACK ATTACHMENT I I 346 / �` , pi y OO AT PANEL EDGES QQ JOIST OR BLKG. TO TOP TRACK DRIVE PINS TO GONG. BELOW SCREWS TO WOOD BELOW CAPACITY 0 ® BEAM PER PLAN i �� �� I 1 ANCHOR BOLT SIZE PER SIMPSON CATALOG "WHERE FRAMING CONT. OCCURS 5W -I i �� /2 PLYWOOD YES *S @ b"oc �� *12 @ 8 oc �� 0.1454) @ 1 oc 11 *8 @ 5 oc 280 PLF BEARING R /2 xb x BEAM WIDTH (DAP BEAM AT BEARING Ti NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY 6718 I1 "x1%2"x0'-1%2"i 5W-2 •111 /2 PLYWOOD YE5 *5 @ 4 oc 11 *12 @ 6 oc ,1 0.145 ®� oc 11 #8 @ 4 oc 366 PLF R WASHER W/ NUT EA. SIDE 6701 Metal Stud Hold Down 12 5W-3 %2" PLYWOOD YE5 *5 @ 3"oc *12 @ 4"oc 0.1454) @ 5"oc *5 @ 21/2"oc 510 PLF 5W -4 %2 " PLYWOOD YE5 *5 @ 2"oc *12 @ 3"oc 0.1454) @ 4"oc #8 @ 2"oc 650 PLF NOTES: . %4"x4"x0'-4" I► Qi SHEATHING SCREWS SHALL BE APPROVED AND SHALL BE A MINIMUM #8 x I" FLAT HEAD SCREW SHEATHING TO INTERMEDIATE FRAMING Al SHEATHING SCREWS @ 12"oc. ®SHEAR WALL CAPACITIES ARE BASED ON TABLE 22 -VIII -G OF THE UBC. OO STUDS SHALL BE A MINIMUM 15/a"x3%2" WITH A 3/8" RETURN LIP. TRACK SHALL BE A MINIMUM ®FRAMING SCREWS SHALL BE #8 x 5/a"WAFER HEAD SELF -DRILLING. SCREWS CONNECTING SHALL BE *12 x I/2 WAFER HEAD SELF -DRILLING. Q AT INTERIOR WALLS ONLY, IV 055 MAY BE USED IN LIEU OF 1/2" PLYWOOD AND 5/6" 05B Plywood I WITH A MINIMUM HEAD DIAMETER OF 0.282". ' "` r� I%"x3%2". JOISTS OR BLOCKING TO TOP -G REID MAY BE USED IN LIEU OF 5/e" PLYWOOD. l 0 61 Sheathed Metal Stud Shear �J f �---�� i 1\ OV fv1IDDLETON PL- Wall 4- -� 2,,__ �`� ��%i`%� li �� `� �'' �� it i _W/ LL)JI-" IN C. C1 dg^' JUL 212011 R NEWER 6500 Schedule 2 0 T. - TOP I6GA. TRACK W/ V2" MIN. LEGS - CONNECT TO COLUMN W/ 0.145"� DRIVE PINS @ 4"oc AT STEEL tl STEEL COLUMN PER PLAN COLUMN , L5L 3%2"x16" BLKG. 4 BOT. STRAP PER EMBED 3/s"xb"x0'-b" MIN. %/ / �/ / PLAN 1\14 , / (2) 2 4) x 24 D2L s@ 4"ocSTAGGERED / 7 0 ° k►�•., l I P 111 3• •- lJ yr JOIST BLKG. PER PLAN /������ 4 /���A STIFF ' 411 FACE OF CONCRETE WALL 111 It. 54, V $ CONN. PER 6/56.1 ` 3�6 V I6GA. TRACK W/ MIN. LEGS - 11/2"/ CONNECT TO CONG. W/ 0.145"4' DRIVE PINS @ 4"oc STAGGERED AT CONCRETE 6703 WALL 1 7 I FOR CALL -OUTS 6719 IN COMMON SEE DETAIL 5/56.1 1 6 I N 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL I 1 1 1 1 0 r1 O N M O r r O N O m 1 1 1 1 o r N CO 411' IA ID f • v W N 04 V bigtal1111 id.214.412.1171 Fu.244.142.44111 1411 Farts An., kite 114 Seattle, COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F: 206/343-5691 GC OD Cia I CD OEM in us W a ex en Q = CCf= o at W M CD IV • boom Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: .EC Project Manager. TJG Drawn By. MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number. S6.1 m 2010 FuufR•sEARs ARCHITUCTI I I I I I I I FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 71: O N SO t0 r O N O • ' P.T. 2x PLATE IN/ 3/411 ANCHOR BOLTS @ I6"oc - COUNTERSINK BOLTS " i Z r N H25 48"oc NAIL SHEATHING TO BLKG. W/ 10d @ 4 oc IA @ (ALIGN W/ FLAT BLKG.) IOd @ 4 oc, TYP. SHEATHING AND TOPPING PER PLAN Ibd @ 8"oc SHEATHING PER ARGH'L OR SPECS. STRINGERS PER 3/56.2 , TYP. �� v.+7 �5i 1- 1 ,o 4xI2 l � _._ T T T T T j I 11 1 � ' 11-- S 1 1 i" �^ CI II �� r/II - • �_ ii 2x BLKG. -1---_,�. 18/56.2 I I I • •I 1 �, I� ,r,,,1.I f I I I 1 I I20/56.2 .-'' ,- ,�' [� AISTS PER PLAN CONTINUE P.T. LEDGER JOISTS PER -; LEDGER W/ S 1 2x12 STEP 1`-2" I 1 I ��x�� L� 2xI2 (3) 16d EA. STUD $ I6d @ 8"oc INTO I I l�/5• ��� 7 � 0/3 � BOARD, TYP. (2)2x5 CONT. AT CENTER CONDITION I �J�l ... --_, ✓qua w -L _I = �W. rt - - - S1M[LI -' ° J„ 2x4 FLAT BLKG. @ 48"oc (ALIGN W/ STUD) BLKG. 2x8 GOVT. AT EDGE CONDITION 6705 Typical Stair Stringers �p g P.T. 3x12 LEDGER NU %."(17 ANCHOR BOLTS PER 2/56.1 2xI2 @ Ib oc ®12"oc - (3) BOLTS HE FLOOR SYSTEM CONSISTS OF /4 T4G SHEATH NG 48/24). HEADER MIN. W/ (I) BOLT II WITHIN 6 OF EA. END OF LEDGER MASONRY WALL PER PLAN 6714 2 FOR CALL -OUTS IN COMMON SEE_ DROPPED WHERE OCCURS 6710 I I SU I I L.r3 I r STA I N6 E STAIR NAIL SHEATHING EDGES IN/ IOd ALL INTERMEDIATE GLUE SHEATHING ADHESIVE CONFORMING SPECIFICATION ¢ FOUNATION * 1RAMIN _ AT ALL FRAMED PANEL b"oc. NAIL SHEATHING AT SUPPORTS W/ 10d @ 12"oc. AT ALL SUPPORTS IN/ - TO A.P.A. AFG-01. FLAN DETAIL 6/56.2 1 DIAPHRAGM BOUNDARY el. per orch'I I ACE POST CAP NAI INC L _ �. , � CONT. TOP PLATE - � � EA. SIDE SPLICE PER 3/56.1 WM412 HANGER - FLANGE OFFSET TO INSIDE OF BEAM AT COLUMN 0 . LB HANGERS H2.5 48"oc SHEATHING PER 20/56.2 @ 2x BLKG. LUX?) HANGER (LU528 2 HANGER AT DOUBLE SHEATHING PER• STRINGERS) -NAIL , J L J 20/56.2 DIAPHRAGM BOUNDARY NAILING OVER WALL SHEATHING II Ibd @ 8"oc • .-• I _ IL" +< WALL PER 20/56.2 �. �� v U JOISTS PER 20/56.2' STUD PER 20/56.1 ,,-'� '' 1 O STRINGERS PER 3/56.2 , TYP. _ __ _ _ 5/56.2 - . 4xI2 < SHEATHING 2x LEDGER IN/ (3)I6d EA. STUD AND Ibd . @ 8"oc INTO BLKG. r n AT SHEAR WALLS 1 I,A1 \ JOISTS PER 20/56.2 -�L_ u u STAIR STRINGER LJ WHERE OCCURS 6709 6 LU5 HANGERS -� COLUMN BEYOND PER 20/56.2 6/56.2 I 1 I 1 1 1 1 I J f] I FOR CALL -OUTS IN COMMON SEE 6713 BEAM PER 20/56.2 6708 $ 1 I 1 = DETAIL 10/56.1 13/56.2 _ 7 1 1 1 �I 2x12 @ Ib"oc 1/56.2' - CMU WALL PER PLAN/DETAILS zi- 1 a f 3/4" c _ �< N � - THE FLOOR SYSTEM CONSISTS OF T4G SHEATHING (PANEL SPAN RATING 45/24). NAIL SHEATHING AT ALL PER 20/56.2 BRIDGING PER 18/57.1 k°''''SHEATHING FRAMED PANEL j - -1 EDGES W/ 10d @ b"oc. NAIL SHEATHING AT QALL 1 - T INTERMEDIATE 12'oc. „d.... #10 SCREWS @ 6 oc / JOIST PER 20/56.2 (ORIENTATION VARIES AT SIM.) ■ u GLUE SHEATHING AT ALL SUPPORTS W/ , ADHESIVE CONFORMING TO A.P.A. LB HANGERS - ATTACH W/ (4)#8 SCREWS CONT. I6GA. TRACK - ATTACH W/ T. LEGS - '� V -,.-',- TYP I GAL STA I R II/Sb.2 FRAM 7/56.2 AT STEEL GONDS. 2/56.2 AT CMU CONDS. I NCS FLAN SPECIFICATION AFG-01. FLOOR SYSTEM DESIGNED FOR 125 PAF SUPERIMPOSED LIGHT STORAGE. NAILING PER . SHEATHING PER 20/56.2 0 W/ (2) ROWS EXPANSION BOLTS I6 oc STAGGERED ' ,-' 7 - e .''�/ ,' -1L- ,;=o AT CMU WALL SEE STEEL CONDITION OALL-OUT5 IN COMMON JOIST PER 20/56.2 7-' BEAM PER 20/56.2 r - 1 sr +�+� 10/53.2 51M. _ BJEVIEI!!f l FOR CODE C®iitiPLlAiVt;E PPROVED APR 1 012 City of Tul ' BUILDING LU28 HANGER - LU528-2 HANGER AT DOUBLE CONT. 2x FILL PIECE THA2I3 HANGER AT SINGLE 2x5 STRINGER - THA218-2 AT DOUBLE BEAM PER 20/56.2 STRINGERS (HUG HANGERS WHERE READ) JOIST PER 20/56.2 #5 CONT. 16GA. TRACK STEP BOARD PER 3/56.2 2x8 STRINGERS (THAC HANGERS WHERE REQD•) SCREWS @ 12"oc/ W1 I%" LEGS -ATTACH OVER SHEATHING W/ SHEATHING PER 20/56.1 AT SHEAR WALLS ' (3j#10 SCREWS EA. FOR GALL -OUTS 6717 IN COMMON SEE DETAIL 13/56.2 1 � STRINGER PER 3/56.2 Stair Landin s 6706 STUD 6712 STUDS PER DETAILS AT STEEL STUD W�4LL5 11 OF LEVEL BELOWg � � � , f----1--1-1,� - - - ;DIVISION 18/56.2 I I I I I I I '-I --- - 1- I - 1 6 1 S 110//3. I I I I 1 I 1 1 1 1 1 1 1 I6,,7'�iss'H$3'6�1 ,.��``�4A00.$ '2'SY?�"d�N�afi.r��. :{ 10/53.2 / j- T .,:,,,� - r - - - 4 r - - - I 1 �� „ �� _ STRINGER PER 3/56.2 • - - - t A35 CLIP EA. 1 STRINGER r- _ _ REID IVIIDDLETON, INC. .- '�� ■ 1 u �❑ - I V. ,,- P.T. 2x10 W/ I/2" 4) ANCHOR "oc 1 BOLTS @ Vac TY ' I GAL STA D I R FOUNATI ON ''LAN 1 I ECE��� VE JUL 21 2011 d.r. SLAB -ON -GRADE PER PLAN 1 r JOIST PER 20/56.2 LU528-2 • X X x X -1X x II x x X LU28 HANGER - HANGER AT DOUBLE STRINGERS �� �� • o •Ill 2x RIM BOARD (HUC HANGER WHERE REX) (2)#4 GOVT. III = _ _ CONT. TOP PLATE - SPLICE PER 3/56.1 R \ WALL TOP $ BOT. = I I - I I - 1'-b" I I Stair Framin 1 6704 r4 = 1'-011 Plans 20 5TUD PER PLAN 6707 1 S I FOR CALL -OUTS ---lh- IN COMMON SEE DETAIL 13/56.2 Stair Landin 6711 s 1 7 1 io 93 8 REMARKS PERMIT SUBMITTAL PERMIT RESUBMITTAL I I I I Lu MOO 71: O N SO t0 r O N O • B o i Z r N CO d" IA CO 1411 Fart1 Ave., hitt 1344 Suttle,Tihsiigta3I41 T11.214.i42.1174 Fu.244.412.1481 COUGHLIN PORTERLUNDEE' A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 99101 F: 206/343-5691 Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: £C Project Manager. TJX Drown By. MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number. S6.2 © 2010 FULLFR•SEARS ARCHITECTS SILL PER 8/57.1 CLIPS PER 15/51.1 SILL CONN. AT STEEL COLUMNS 16 GA. TRACK - CONNECT TO COL. 'N/ DRIVE PINS @ 4"oc STAGGERED HEADER PER 8/51.1 CLIPS PER 15/51.1 L (3)#8 @ 2"oc EA. SIDE H55 COL. PER PLAN HEADER CONN. AT STEEL COLUMNS 7008 2 16GA. TRACK (20GA. MIN. AT INTERIOR WALLS) IN/ I%4" MIN. FLANGES (NO DEFLECTION GAP) I/2"4) ARC SPOT WELD AT 1611 oc SCREWS OR DRIVE PINS NOT ACCEPTABLE AT BRACED FRAME BRACES DIAGONAL H55 BRACE PER BF ELEVS. II/2" : 11_011 TYPICAL INTERIOR OR EXTERIOR STUD WALL TO BRACED FRAME BRAE CONNECTION DETAIL h"=1'-0" 7009 3 ATTACH TRACK IN/ (2)ROWS OF 0.14" 4) DRIVE PINS ® 32"oc TO BEAM OR SLAB ABOVE STUDS PER 20/51.1 0 BRIDGING PER 15/511 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION BEAM PER PLAN (CONC. SLAB WHERE OCCURS) DEFLECTION ALLOWANCE PER DETAILS FOR H S 15'-0" 16GA. TRACK W/ 2" MIN. LEGS. FOR 15'-0" < H S 31'-0" I4GA. TRACK IN/ 2" MIN. LEGS TYP. 6", 5" $ 10" WALL STUDS NOTES: (3) #I2 SCREWS SUPPLIED IN/ VERTICLIP, INSTALL I" FROM TOP OF I%2" VERT. SLOTS IN CLIP DRIFTCLIP D5L800 BY THE STEEL NETWORK EA. SIDE OF JAMB STUDS 4 AT ALL 12" STUDS. ATTACH TO BEAM JAMB STUDS PER ABOVE IN/ (3) O.I4" 0 DRIVE PINS <MTL-O64> WELD HORIZ. LEG @ 3"oc MIN. PER <MTL-023> (USE (3)#10 SCREWS TO TRACK JAMB STUDS ABV. WHERE NO BEAM OCCURS) „ USE D5L600 @ 6" WALL STUDS TYF 12 57UD5 BEAM PER PLAN (CONC. SLAB WHERE OCCURS) DEFLECTION ALLOWANCE PER DETAILS TRACK PER DETAIL AT LEFT I. CONNECTIONS SHOWN THIS DETAIL APPLY TO THE TOP OF TYPICAL SIMPLE SPANNING WALL STUDS WHERE DEFLECTION ALLOWANCE OCCURS. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7007 IIL":II-o" SIJ #8 SCREWS co 6"cc, TYP. (2)8005162-43 HEADER (USE SILL CONFIGURATION BELOW WHERE HEIGHT OF WALL ABOVE OPENING IS LESS THAN I8") CONT. 16GA. STUD W/ 0 I5/8" FLANGES (NO SPLICES) - CONNECT TO TRACK IN/ #8 SCREWS ® 6"oc EA. SIDE HEADER B SECTION CONT. 16GA. TRACK (SPLICE PER 12/51.1) CONNECT SILL TO JAMB STUDS BEYOND IN/ CLIPS PER 15/51.1 TOP 4 BOT. OF BUILT-UP SECTION CONT. 16GA. IN/ II/2" LEG SILL TRACK (SPLICE PER 12/51.1) #5 SCREWS 611oc, TYP. (2)8005162-43 HEADER D_ 0 HEADER A SECTION STUDS PER 20/51.1 CONT. I6GA. TRACK (NO SPLICES) SPAN 'L' CONDITION HEADER TYPE NO. OF FULL HT. JAMB STUDS U.O.N. PER PLAN L S 11_0" A 2 11_O" <1. S 151-0" B 3 * 12' MAX OPENING ON EACH SIDE OF FULL HEIGHT STUD THRU WINDOW CONNECT SILL TO JAMB STUDS BEYOND W/ CLIPS PER <MTL-065> CONT. I6GA. SILL TRACK IN/ 1W LEG WHERE OCCURS (NO SPLICES) CLIPS PER 15/51.1 EA. TRACK TO JAMB STUD EXTEND HEADER WEBS OVER JAMBS 4 CONNECT W/ (2)#8 SCREWS TO EA. STUD, TYP. WHERE HEADER CONNECTS DIRECTLY TO STEEL COLS. ATTACH HEADER PER 2151.1 STUDS PER SCHEDULE TYP. JAMB CONNECTION (SEE 2/51.1 AT STEEL COL.) (WELD PER 13/51.1 ) 7006 8 5/51.1 TYP., U.O.N. S J r r S PE 1.1 L J L 4/56.1 TYP., U.O.N. S STUDS PER SCHEDULE 8/51.1 HEADER PER SCHEDULE OF 8/51.1 SILL PER SCHEDULE OF <MTL-065> WHERE OCCURS (CONFIGURATION VARIES) NO. OF FULL HT. JAMB STUDS PER 8/51.1 , U.O.N. (WELD PER 13/51.1 ) TYPICAL SIMPLE SPANNING STUD WALL SCHEDULE STUD WIDTH CLEAR HEIGHT 'H' STUD WALL TYPE PER 20/51.1 , U.O.N. 6„ H S 141_0" 5-6I8 14'-0" < H S 20'-O" 5-616 8„ H S 14'-0" ' 5-818 14'-0" < H S 20'-0" 5-816 7001 10 2" 2" TYP. TYP. 211 MAX. I6GA. x TRACK WIDTH IN/ (2) ROWS @ 4"oc OF (608 SCREWS, CURD. ON SPLICE 11 TRACK PER DETAILS TRACK SPLICE WHERE READ. SHALL BE LOCATED MIDSPAN OF HEADERS OR SILLS 7004 12 11 WHERE STUDS OR JOISTS ARE SHOWN TO ABUT, WELD A5 SHOWN t = GAGE OF MATERIAL CONNECTED 5209 Multiple Stud or Joist Connection 13 STUD PER PLAN OR DETAILS NO PUNCHOUT SHALL OCCUR WITHIN 12" FROM END OF STUDS, TYP. STUDS MUST BE FULLY SEATED AGAINST TRACK, TYP. I6GA. TRACK IV I" MIN. LEGS O.I4"ci) DRIVE PINS I§ I2"oc TO STEEL OR CONG. SUPPORTS (EMBED I%2" AT CONC.) ATTACH W/ (2) ROWS OF #5 SCREWS @ 16"oc TO METAL FRAMING SUPPORTS #S SCREW EA. SIDE TYP.' 6", 5" $ 10" WALL STUDS USE (308 SCREWS TO ATTACH 4 TO WEB CLIP 4 II/2x1 x I6GA. LENGTH = STUD WIDTH LESS %2" 16GA. TRACK IN/ I" MIN. LEGS JAMB STUDS PER 20/51.1 - WELD PER 13/51.1 CLIP EA. SIDE AT JAMB STUDS 4 AT ALL 12" STUDS (2)0.14" DRIVE PINS TO STEEL OR CONG. SUPPORTS (EMBED II/2" AT CONC.) ATTACH IN/ (308 JAMB STUDS $ TYP. /2" STUDS SCREWS TO METAL FRAMING SUPPORTS NOTES: I. CONNECTIONS SHOWN ON THIS DETAIL APPLY TO THE TOP OR BOTTOM OF TYPICAL SIMPLE SPANNING WALL STUDS SUBJECT TO WIND LOADING. SEE 5/51.1 FOR CONNECTIONS AT TOP OF WALLS WHERE DEFLECTION ALLOWANCE OCCURS. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7003 15 NOTES: I. BRIDGING IS REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING 15 ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATION AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED A5 SHOWN. 4 16GA.xI%2"xIV21' BRIDGE CLIP, TYP. (408 SCREWS I50U50-54 BRIDGING CHANNEL @ 41-0"oc MAX. VERTICALLY, TYP. 7002 Bridging for Metal Stud Wall 18 METAL FRAMING NOTES: I. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS 6. OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS NOTED HERE. 2. METAL FRAMING 4 STRAP BRACING SHALL BE 660 GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING A5 FOLLOWS: 1. 12, 14, AND 16 GAGE ASTM A653 OR AI003, GRADE 50 S. 18 AND 20 GAGE ASTM A653 OR A1003, GRADE 33 1. 3. ALL STUDS 4 STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD PER ASTM CI280. 4. TRACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST I" FLANGES. 5. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AW5 DI.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE THE SPECIFIED CLASSES OF WELD. WALL FRAMING: TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END 0 AND AT EACH SIDE OF ALL OPENINGS. SEE (.1000) F SCHEDULE 4 FRAMING OF OPENINGS, U.O.N. 11:1) E [1._r wiff-E'2•7;), REID MIDDLE TON INC. SEE 18/51.1 FOR REQUIRED BRIDGING. SEE ARCH'L FOR SIZING 4 DETAILING OF INTERIOR, NON-BEARING WALLS. SEE 3/51.1 FOR CONNECTION OF STUDS TO INTERIOR OR EXTERIOR BRACED FRAME BRACES. METAL STUD MALL TYPES: WALL DESIGNATION 5-616 5-618 5-816 5-818 STUD TYPE 6005131-54 6005131-43 8005162-54 8005162-43 p ECEIVE JUL 212011 ' CE TEF SPACING I6"oc NOTE: SEE PLAN FOR • LOCATIONS OF STRUCTURAL 16"oc STUD GROUPS DESIGNATED 16"0c <X> WHICH SUPPORT BEAMS 16"oc OR JOISTS. WELD STUD GROUPS TOGETHER PER 13/51.1 7000 Metal Framing Notes 20 8 REMARKS PERMIT SUBMITTAL• PERMIT RESUBMITTAL I III DATE 03/9/2011 r r N O r CO 1 III C5 r N CO d' IC CO • 14 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343-0460 SEATTLE, WA 98101 F:206/343.5691 DMIMI ca MEE 141.1 MI pm aCC 122 409 C 1161 DEIN al CD eV limn Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: TYP. NON -LOAD BEARING METAL STUD DETAILS Sheet Number. S7.1 © 1070 FULIFR•SEAtts ARCHITICT11