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Home My WebLink AboutPermit D11-242 - INTERURBAN OFFICE - BUILDING CINTERiJItBAN OFFICE BUILDING C 14570 INTERURBAN AVE S Di 1-242 Parcel No: Address: 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 14570 INTERURBAN AVE 5 Project Name: INTERURBAN OFFICE BUILDING C Permit Number: D11-242 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, 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: SUBTYPE: NWSE STATUS: APPROVEDDESCRIPTION: CONSTRUCTION OF A SHELL WAREHOUSE AND OFFICE BUILDING PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, 1" DOMESTIC WATER METER W/RPPA & HOT BOX, TWO SANITARY SIDE SEWERS, AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. 011-060. TRANSPORTATION IMPACT FEE BASED ON 12,505 GFA. TRAFFIC CONCURRENCY PAID UNDER PW PERMIT NO. C10-020. Project Valuation: $962,092.48 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: V -B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $47,451.48 Occupancy per IBC: S -1/B Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: • • 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: 3852 Fill: 0 Landscape Irrigation: 0 Sanitary Side Sewer: Number: 2 Sewer Main Extension: PUBLIC Storm Drainage: 0 Street Use: 0 Water Main Extension: PRIVATE Water Meter: Yes Permit Center Authorized Signature: Dateo-l.m1-7 I hearby certify that I have read and examined ' is 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�thhe,conditions attach d to this permit. �l Signature: tj (iti tJ .1 ' L Date: Jy Print Name: �) 6/ ! r 1 AC 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: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 12: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: Masonry construction shall be special inspected. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 22: All electrical work shall.be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 23: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty certificate shall be provided to the building inspector. 24: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 25: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 26: 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. 27: 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. 28: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. • • 29: Transportation Impact Fee due prior to issuance of this Building Permit is $11,254.50. Based on 12,505 sq ft/GFA of Warehouse in Zone 2 at $0.90 per sq ft/GFA. If Building C 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. 30: 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. 31: 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. 32: Project shall comply with Geotechnical Engineering Study by GEOTECH CONSULTANTS, INC. dated September 1, 2010 and any subsequent Geotechnical reports/evaluations. 33: Any material spilled onto any street shall be cleaned up immediately. 34: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 35: 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. 36: The Land Altering Permit Fee is based upon an estimated 3,852 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. 37: 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. 38: 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. 39: ***FIRE DEPARTMENT CONDITIONS*** 40: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 41: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 42: 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) 43: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 44: 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) 45: 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) • • 46: 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) 47: 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) 48: 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) 49: 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) 50: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 51: 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) 52: 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) 53: 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) 54: 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) 55: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 56: 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) 57: U.L. central station supervision is required. (City Ordinance #2327) 58: 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). 59: 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) 60: 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) 61: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) • • 62: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 63: 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) 64: 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) 65: Calculated sprinkler systems shall be designed with a 10 P51 cushion for low reservoir allowed. (City Ordinance #2327) 66: 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) 67: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 68: 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). 69: 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) 70: 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) 71: 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) 72: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 73: 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. 74: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 75: 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. 76: 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) 77: 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) 78: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 79: 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) 80: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 81: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) • • 82: 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) 83: 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) 84: 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) 85: 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) 86: 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) 87: 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) 88: Fire hydrants shall be oriented in the direction of fire apparatus access. 89: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 90: 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) 91: Fire hydrant installation requires a Public Works permit. 92: 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) 93: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 94: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 95: 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. 96: 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) 97: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 98: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 99: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. • • 100: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 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: 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. 104: Signs are not approved as part of this permit. A separate sign permit is required. 105: A soils inspection is required after amending the soil, but before any plants. 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: All existing trees on the site shall be retained. 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: Colors shown on Sheet A4.1 are not the same as those approved by the Board of Architectural Review. See redlines on Sheet A4.1 for corrections to the keyed colors. 112: Prior to issuance of this permit, the Owner/Applicant shall complete and provide a non-residential sewer use certificate for Building 'C'. 113: 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. • • 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 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 TUKIflA Community Development Department Public Works Departmont Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www. TukwilaWA. qov Building Pern�No. JI I— ).1{.2..._ Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. PRio Dlo (For office use only) Project No. Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: (/) q Interurban Ave S Tukwila WA 98188 Tenant Name: Interurban Warehouses and office King Co Assessor's Tax No.: 3365901605, 3365901630 Suite Number: Bldg i/ Floor: New Tenant: ❑ Yes VI ..No Property Owners Name: A & B Properties, Louie Sanft Mailing Address: Ave052nd S Seattle, WA 98118 City State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Tom Jordan Day Telephone: (206) 682-6170 Mailing Address: 1411 4th Ave #1306 Seattle, WA 98101 Zip E -Mail Address: tjordan@fullersears.com City State Fax Number: (206) 682-6480 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: TBD Mailing Address: Zip Contact Person: E -Mail Address: Contractor Registration Number: City Day Telephone: Fax Number: Expiration Date: State ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Fuller Sears Architects Mailing Address: 1411 4th Ave #1306 Contact Person: Tom Jordan Seattle, WA 98101 E -Mail Address: tjordan@fullersears.com City State Day Telephone: (206) 682-6170 Fax Number: (206) 682-6480 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Coughlin Porter Lundeen Mailing Address: 413 Pine St Contact Person: Eric Lentz Seattle, WA 98101 E -Mail Address: ericL@cplinc.com H:\ApplicationsTorms-Applications On Line \2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh City Day Telephone: Fax Number: State (206) 343-0460 Zip Page 1 of 6 BUILDING PERMIT INFORMATIC.206-431-3670 • Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): Construction of a shell warehouse and office building Will there be new rack storage? 0 Yes m.. 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: el,(/(,6/,v (p e. - b (1 - Q (p D 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: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Saf ty 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\Fonns-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 1St Floor g , 74 3 V -B S-1 ^nd�-tev+-� ! SX / ff 7 p 1 V -B B r d eer' "nos.ez__ '3—'F / $ gi V -B B Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: el,(/(,6/,v (p e. - b (1 - Q (p D 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: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Saf ty 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\Fonns-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 to PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNERJJR AUTHORIZED AGENT: Signature: Print Name: Tom Jordan Mailing Address: 1411 4th Ave #1306 Date: 7/21/11 Day Telephone: 206 682 6170 Seattle, WA 98101 IDate Application Accepted: 1 City State Zip Date Application Expires: Staff Initials: H:Wpplications\Foims-Applications On Line\2010 Applications\7-2010 - Permit Application doc Revised: 7-2010 bh Page 6 of 6 BULLETIN A2 �PE C PERMIT FEE ESTIMATE PLAN REVIEVPT,NDAPPROVAL FEES DUE WITH AP _. ATION PW may adjust estimated fees PROJECT NAME Interurban Office Bldg KC PERMIT # Di l - 14510 to-a:Av1 Ave • 5. If you do not provide contractor bids or an engineer's estimate wit your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization ��. Erosion+prevention *-040%< `• "te *'r/stl C'Wat£% ll opt Ituf-Rea€1122xlcinghkeeess A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 52- 21,800 221,800 5. Enter total excavation volume Enter total fill volume $250 (1) _ _e;ee6-oo _ /SIO l . _ / , 4471-557617.7r sin 9'7 5f ,. e6:e6-~ but less than $200,000 of A. . ee— Q cubic yards cubic yards 414,327 $1'3'15° . o Use the following table to estimate the grading plan review and permit fee. UJG L11G g'1Gaw1 V.I. LLL. vAVa.. u.ay........... 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 1 s' 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 $ 1.9 S -422:75- (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPCATION (1+4+5) $ 4g4 7.?.. 1928@ -15 -- 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 • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE • PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PIN may adjust estimated fees 6. Permit Issuance/Inspection Fee, (B+C+D) $ I g"1 o1, --(6)-- 7. Pavement Mitigation Fee $ (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. $ 441b2...1— .G0— (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. ✓ 1,001-10,000 $194.50 for lst 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 PIN may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* art t 00 $s -6O D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Yo, #11\40127 be_ Total A through E $ ♦ -fig— (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 $ H. Transportation Mitigation $ o� I. Other Fees $ L 011.� �a49 99� ZG, 2.4? .� �A,= ,Notal A through I $ 48764944 (10) Gases DUE WHEN PERMIT IS ISSUED 50 (6+7+8+9+10) $ 27,92_ 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 I PermitTRAK ACCOUNT I QUANTITY I PAID $332.50 D11-060 Address: 14550 INTERURBAN AVE S Apn: 3365901605 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 I $66.50 D11-061 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 I $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 I $66.50 D11-243 Address: 14520 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 I 1.00 I $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 rIL_V' ` ". SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $11,254.50 D11-242 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $11,254.50 PUBLIC WORKS TRAFFIC IMPACT FEE TOTAL FEES PAID BY RECEIPT: R3466 R104.345.840.00.00 0.00 $11,254.50 $11,254.50 $11,254.50 Res c) of(x-LA c6c- Gitrikt)bn.s Ressesed ,,-der #ik )7/Tact ct f S `1 /e�r�-c lei Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045530 Printed: Tuesday, November 04, 2014 11:29 AM 1 of 1 TSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $42,305.56 D11-242 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $42,305.56 Building Fee $7,916.80 Building Fee R000.322.100.00.00 1.00 $7,916.80 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 $6,015.01 FIRE R304.345.852.00.00 0.00 $3,508.84 PARK R104.345.851.00.00 0.00 $2,506.17 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 Pian Check Meter #1 R000.345.830.00.00 1.00 $10.00 PLAN/DEV CONTRIBUTIONS $11,254.50 PLAN/DEV CONTRIBUTIONS R104.367.120.00.00 1.00 $11,254.50 PW BASE APPLICATION FEE $250.00 PW BASE APPLICATION FEE R000.322.100.00.00 1.00 $250.00 PW LAND ALT PERMIT FEE $238.00 PW LAND ALT PERMIT FEE R000.342.400.00.00 1.00 $238.00 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 $50.00 Turn On Fee Meter #1 R401.343.405.00.00 1.00 $50.00 WATER INSTALLATION (DEP) $950.00 WATER INSTALLATION (DEP) 1 6401.245.100 1 1.00 I $950.00 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045530 Printed: Friday, October 03, 2014 2:46 PM 1 of 2 SYSTEMS Cash Register Receipt City of Tukwila TOTAL FEES PAID BY RECEIPT: R3228 $42,305.56 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045530 Printed: Friday, October 03, 2014 2:46 PM 2 of 2 r_ SYSTEMS CA! 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 RECEIPT NO: R11-01537 Initials: Payment Date: 07/21/2011 User ID: 1655 Total Payment: 11,472.34 Payee: LOUIE SANFT SET ID: 072111 SET NAME: INTERURBAN OFFICE BLDGS SET TRANSACTIONS: Set Member Amount D11-242:.:.. ;;::5,..145. 92 �,•::; D11-243 4,742.27 D11-244 1,584.15 TOTAL: 5,145.92 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 11,472.34 TOTAL: 11,472.34 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 11,472.34 TOTAL: 11,472.34 INSPECTION RECORD Retain a copy with permit INSPEECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 'NI - 214 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Pro'ect: AiTrev12B,4t/ (9f- 7Ce !;(--b6-1St)F Type of Inspection: �-- ILbiAl6- i JAL Address: Ave MS -70 ..---Mri)eg/tAi Date Called: Special Instructions: G Date Wanted:a.m. -7 )2//G Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector:�� wA Date: ....7/3/x 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 ON 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 Pro'ect� � � n _ ��a ype of Inspection: t Tft &2 f A r s� ate Called Special Instructions: km q Date an Y / t — t r a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Nv,ct CD 1' et G o r, to oNokE. ! se arP'ul GAr V'e.(r�siOeE..�-c o ti Inspector: Date --- 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 Pro.Ccd S6141 . C. C61 Dated — ( — (5— Tp�lt� . Address: H510 0e -K- c Av- Date Cal ed: Special Instructions: It* Date Wanted: —1%/115-- a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: f cue I icalk P(a�-r�c� �Def1—t-a�� rr ( Grp Corrections required prior to approval. oK. i°A5Ur Q. i ( ?-v- Ift t Inspector: /,C Dated — ( — (5— REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1h /Yur, P„ 1' � j C Type of Inspection: ��u�,1�l,fii .114-1 Address: Date Called: Special Instructions: 'Date —414:11.0t6 ; E 114 m' ,hls� NQS, Wanted: S//z /zo ,S a.m. p.m. Requester: liawireA) .13r �r� L f/G�tLt X lIt�j/ 5l�S �'!t dee oP /iorl W u Ar r D (a(3 Phone No: (240 14'7 ~ Wim' Y neetr 1P cw k/Ka4 re Approved per app icable codes. Corrections required prior to approval. COMMENTS: Date: gb2/ ISS REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute 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 ectr yet f c pr i PrOno 05 4 ciitQ- Type ofInspeCtion; if (A & Ater --4 Pi Address: I (13--70 TliftrUff.01 ittie4i Date ailed: Special Instructions: I 4,4 1 t45 Date jtrt",(s_ a.m. P.m. Requesttr.- 7 OtvL(0714b0 t Phone 1425klkpproved per applicable codes. EiCorrections required prior to approval. COMMENTS: t#4.04-•cti4 ceq ( 14.00 &t.t e -et " tc tf_..c.. ins Mr: -• Date3-t 7-1 5 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100, Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila, WA 98188 (206) 431-3670 Permit ,Inspection Request Line (206) 438-9350 Protect: t/./2et-kg sl►eS Type of Inspection: U'R1( 5/1 i (, Address: ('-ISIO .tWulr`, pkve Date Called: o. Special Instructions: rim P 1�, Q t�`(3-(i- G Date Warned: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval.. OMMENT PM P)?!-wett4 r SS C b cud lnxpectar:4 / c. a REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southeenter Blvd.. Suite 100. bail to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION N PERM T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 41100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: kX ` oVretr Type of Insp coon:, tug' "'l ` ri r� d rens; 'APT: �s 70 Mg fey tAr.a�r Date Ca bed: f if Special Instructions: ,,,jP ® 61d G p.44 Date WantedT/ . a.m. p.m. Reques2er—:—l✓r4 TorteA f- f; Phone No: a 6—Y73-tey? [Approved per applicable codes. a Corrections required prior to approval. COMMENTS: � r p/i f rspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE TION 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 Proje t: Ware tAj el- Type of Inspection: ., - e a 4-2( fig tb,/ C‘esi Address:_ / lc 70 r/f-trurkeztA Date Called: Specie instructions: by Ay , rfc:- -late Wanted_ .S 2,' - 15" a.m. p.m. Requester: Pttiane No: l.b ` 71 {a tl1. Approved per applicable codes. E Corrections required prior to approval. comEN.s6'/A d�Y � ��wql D k Inspector: Dat rs- 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 Pit 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 • 1, idl* ref tt...9e-S Type of lupe n: 1`• It rj flet ( tj ddress:51Ne--0( Pt -5-70 p4 fErtArbaii A tle. Dat e Special Instructions:/304 Date Wanted: 2 - 3 —/ -5— a.m. P.m. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COME pSS: Y/A s -it -411-k cask k'qr le((( 3 inspector: EREINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPE INSPECTION RECORD Retain a copy with permit NO. (7UU-ZxfZ- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Protect Ofrirr 61ciy G Type of inspection: F eq40103 Address: tK57o fevurM, AL Date Called; Specie. Instructions: `t .0Q a"41 Date Wanted: o -(r a.m. Requester:p.P.m. Phone No: ElApprovedper applicable codes. Corrections required prior to approval.. COMMENTS: c we {� 06 .or '�[ (: y e v c cz ( 1 p ? /9 C VC( J nye tva 1 Inspector:. Date: 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 1 S TI 1 NO. P 'MI N.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: :,".-T,,.,t'p *LITS, -1r J �F -cps Type of Inspecticn: � I�t.t AG is' �'' d.:.. J ; r D•, Cs, i -_,..A M., i\6 Address:' (5 TO i:i1TCJ 1 f A/JAVP, Date Caile�: r. Specie) Instructions: Date Wanted: `... ��'e.m. �m Aequext k i U / Phone No: L-iNa - fl3— // E� � (o4 t Approved per applicable codes. rrections required prior to approval. COMMENTS: D.., ize ',tM`TtoS fr oreo wkiS is' �'' d.:.. J ; r D•, Cs, i -_,..A M., i\6 .r I s c c( .�-k,s, 0 r P (A !� t C_ . A-7---..-1') �i P A (. `t�a -r r/ C s ( r AAS �, r - 1-r .3 � 'i _. 1 ` ^ r M� S .<.,,,i 1 � t..),- (-,14,AC.S'r r -4.0 jfAi1r7 Ar- i a c P&P --of ,titC(4 A'/ rj! ^ 6-f)) - A p J Ai r, i }- C –rxi .this," .5 (! 0 (T l f C 4.t 'D ham Ftp ST,..., ex L.) e -:` Ito,elf S U-� 7 4 TS l) pi ``` ' �. ... A\ i h E1 Dii-0 e) i 1121 o / D11t-2_'t?r -7(c -24' Di '4 1 ,.1- ins Date. 5 REINSPECTION REQUIR , Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. 1 INSPECTION RECORD Retain a copy with permit O t 1-9lbE� 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: %`., i• -I+ ICF t' Type of Inspection: Fool 1r,14.kl'i7r1 Adjdres-s:: "�'� __ ,tom, Date Called: Special Instructions: Date Wanted:�j 10--�? } - -t 1 { m,! p.m. Requester: Phone No: EJApproved per applicable codes. OCorrections required prior to approval. COMMENTS: Cep(' Date: SPECTION FEE REQUID. Prior tc next inspection, fee must be t 6300 Southcenter BIN . ., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit I I- 2 Z INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 aid Project: ;,. (3 rt -t0 c Type ofipection: t--0OiihJ Address: Date Casted: Special Instructions: Date Wanted: 1( 3 1 (L.)% a.m. p.m. Requester: Phone No: EjApproved per applicable codes. COMMENTS: Corrections required prior to approval. \OS•AJ11 Z t y r: Date: SPECTION FEE REQUIR D. Prior to next inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTI.N N INSPECTION RECORD Retain a copy with permit PERMIT NO. vJ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: T` - rel r, l IQ b ieF' Type Inspection: - OOrf C Al . Itg A C Date Called(: Special Instructions: aRequester: Date Wanted: a.m� /' " �� :,, v- • Phone No: (Approved per applicable codes. Corrections required prior to approval. COMMENTS: ) 2„,,,---;-,‘-e/ i",/,7,-, ,'`' /' " �� :,, v- • ill,? e ,G' Date: PECTION FEE REQUIRED. Prior to next inspection. fee must be 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: tv j �. 614/4,/ 04 -ter (� Type�of nsp ion: `ft e-41--- Address: /115-76 Suite #: ./ ZA-S Contact Person: Special Instructions: Occupancy Type. Phone No.: Approved per applicable codes. COMMENTS: itse: -*fp Z— — O Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits; Occupancy Type. Inspector:S Date: '%+h C Hrs. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECO Retain a copy with permit 63 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-44Q7 Project: Sprinklers: Type of Inspection: Address: / q t 5 70 ,--0%, Suite #: g)s. Contact Persoh: Specialnstructions: Phone No.: pproved per applicable codes. COMMENTS: Corrections required prior to approval. t arZ X s ciu-L oto Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:/,\ S a -.Date: S` % J/5"' Hrs : $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc INSPECTION NUMBER INSPECTION;'RECORD Retain a copy with permit /c 3 ")it -2? PERMIT NUMBERS CITY OF TKWILA FIRE DEPARTMENT Project: A4 Fire Alarm: Type of I,: p%bon: Address: Suite #:/q5 70 A C., Contact rson: SpecialInstructions: Phone No.: gApproved per applicable codes. Corrections required prior to approval. COMMENTS: /7/7---4/.0-0 1 ' S` Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:- Date: //Is/ t Hrs.: z 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: 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 r0 ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing lk47 M. L. King Way South, Seattle, Washington 98118-3216 USA RG ri e 06) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 \bvt41t W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com 600 to 0 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 FINAL REPORT Project: Interurban Office and Warehouses— Bldg C Permit Number: D11-242 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 (Including magnetic particle) 2. Reinforced concrete 3. Grout 4. Masonry 5. Proprietary anchors — adhesive Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Crista Moser Report Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 292680 Project: Address: • CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: RECEIVE MAY 262015 Community Development D11-242 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking X Other (specify): Wedge Anchors X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino 02/02/2015 Visually observed or inspected the following structural steel items: 1. Puddle welding and button punching (delta punch) of steel deck on roof at J -E/1-4 with exception of 3' from walls along line 1 and 4 to allow for installation of wedge anchors at ledger angles. 2. Installation of �/" Hilti wedge anchors into CMU wall along line 1 and 4 for ledger attachments. Work installed and observed/inspected appeared satisfactory and adequate as per AWS D1.1, delta punch manufacturer and wedge anchor manufacturers recommendations. Work in progress — requires re -inspection 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 292681 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: RECEIVED HAY 262615 Community Development D11-242 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Other (specify): PJP Welding Fillet Welding X X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino 02/02/2015 Observed partial penetration and fillet welding of panel to foundation connections along line 4. Work is in progress and on going 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 292680 Project: Interurban Office and Warehouses Address: 14550 Interurban Avenue, Tukwila Permit Number: Job Number: Client Address: Ri7CEIVED MAY 262015 Community Development 14-0466 6120 52nd Avenue South, Seattle VIIGI II. Inspections Performed Steel Decking X Other (specify): Wedge Anchors X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino 02/02/2015 Visually observed or inspected the following structural steel items: 1. Puddle welding and button punching (delta punch) of steel deck on roof at J -E/1-4 with exception of 3' from walls along line 1 and 4 to allow for installation of wedge anchors at ledger angles. 2. Installation of Hilti wedge anchors into CMU wall along line 1 and 4 for ledger attachments. Work installed and observed/inspected appeared satisfactory and adequate as per AWS D1.1, delta punch manufacturer and wedge anchor manufacturers recommendations. Work in progress — requires re -inspection Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVE CITY OF TUKWll MAR 0 2 a.. PERMIT CENTE` 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. RECEIVEDMAY 262015 Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 292681 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: Development 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Other (specify): PJP Welding Fillet Welding X X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino 02/02/2015 Observed partial penetration and fillet welding of panel to foundation connections along line 4. Work is in progress and on going Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWIL.' CAR022i PERMIT CENTEk 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 261419 Permit Number: D11-242 Project: Interurban Office and Warehouses Address: 14550 Interurban Ave, Tukwila Inspector: Stephen Ramos Client: A & B Properties Address: 6120 52nd Ave S, Seattle Date: 3/16/15 Description/Location: 1) Inspected #5 hairpins at northwest rollup door slab edge as per RFI #045. 2) Building A — holdown anchor for SW1 shear wall at south end (grid C-13) as per 20/S6.2 and Simpson specifications. Slab dowels Building Code & Year: IBC 2009 Intended Use: Anchor Length: 10" Hole Depth: 5" Required Embedment: 4" Hole Diameter: Concrete Thickness: N/A Concrete Strength: N/A Hole Orientation: 0 Vertical Down 0 Vertical Up ® Horizontal Base Material: EI Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump 0 Other: Compressed Air PSI: 100 Brushed: El Yes 0 No Hole Condition: 0 Dry 0 Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): El Yes 0 No Approved Diamond Cored Hole: ❑ Yes El No Adhesive Type: Simpson AT -XP Expiration Date: 9/2015 ICC ESR #: IAPMD ER -263 Weather: Light rain Ambient Temperature: 46°F Substrate Temperature: 47°F Comments 1) #5 hairpins used in lieu of #4 due to material availability. 2) 5/8"x24" all thread, %"x12" hole, 12" embed required. Reference Standard(s) Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: fio Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. ReprodifteefeIVED, CITY OF TUKWILA 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 7ALc1� 2015 except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER Steel 1 Reinforcing ►/ All Thread Bar/Dowel Size & Quantity: #5 (6) Anchor Size & Quantity: 5/8" (1) Rebar Manufacturer: Type of Steel (ASTM): A-325 A-449 ►/ A-36 ■ • • Other: Rebar Grade: • 40 ■ 60 ■ Other: A-775 Other: Type of Bar: ►/ A-615 1 A-706 ■ • Special Ductile Quality (SDQ): Yes No • 0 Anchor Length: 10" Hole Depth: 5" Required Embedment: 4" Hole Diameter: Concrete Thickness: N/A Concrete Strength: N/A Hole Orientation: 0 Vertical Down 0 Vertical Up ® Horizontal Base Material: EI Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump 0 Other: Compressed Air PSI: 100 Brushed: El Yes 0 No Hole Condition: 0 Dry 0 Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): El Yes 0 No Approved Diamond Cored Hole: ❑ Yes El No Adhesive Type: Simpson AT -XP Expiration Date: 9/2015 ICC ESR #: IAPMD ER -263 Weather: Light rain Ambient Temperature: 46°F Substrate Temperature: 47°F Comments 1) #5 hairpins used in lieu of #4 due to material availability. 2) 5/8"x24" all thread, %"x12" hole, 12" embed required. Reference Standard(s) Used: Conforms X Does Not Conform Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: fio Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. ReprodifteefeIVED, CITY OF TUKWILA 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 7ALc1� 2015 except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 279733 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: D11-242 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Resteel/Epoxy x Other (specify): Inspector and Date Remarks Paul Kanikkeberg 02/16/2015 Resteel in curb along B/1-2 per RFI #45 (1/7/2015). Bar was Grade 60, ASTM A-615 from Nucor. *Hook dowels were epoxy grouted into slab with Simpson AT -XP on 2/16/2015 without an inspection present. Conformance pending Engineer's acceptance of epoxy grouted dowels. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA APi 2 5 2Oa 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 292960 Permit Number: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Address: 6120 52nd Ave S, Seattle Inspector: Dwayne Helgeson Date: 1/28/15 Description/Location: Inspected the epoxy grouting of 8 all thread rods at Building B grids D/2 and E/2. Also # 5 reinforcing steel bars at Building B grids E/1-3 for masonry dowels. Intended Use: Masonry wall dowels Building Code & Year: Anchor Length: 12" Hole Depth: 7" Required Embedment: 7" Hole Diameter: 9/4", 7/8"' Concrete Thickness: 16" Concrete Strength: 4000 Hole Orientation: ® Vertical Down ❑ Vertical Up 0 Horizontal Base Material: ® Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: 0 Compressed Air ® Hand Pump 0 Other: Compressed Air PSI: N/A Brushed: El Yes 0 No Hole Condition: ® Dry ❑ Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): ® Yes 0 No Approved Diamond Cored Hole: 0 Yes ® No Adhesive Type: Simpson AT -XP Expiration Date: 09/07/2015 ICC ESR #: 263 Weather: Sunny Ambient Temperature: 52°F Substrate Temperature: 60°F Comments Work inspected was found to be done in accordance with the approved project documents. Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Conforms X Does Not Conform 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 RECEIVED CITY OF TUKWILA 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 743Air 5 2W Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER @ Reinforcing Steel ►I All Thread Bar/Dowel Size & Quantity: #5 (98) Anchor Size & Quantity: 3h" 8 Rebar Manufacturer: Nucor Type of Steel (ASTM): A-325 A-449 • A-36 ■ • • Other: Rebar Grade: ■ 40 0 60 ■ Other: A-775 Other: Type of Bar: 0 A-615 • A-706 ■ • Yes No Special Ductile Quality (SDQ): ■ ►/ Anchor Length: 12" Hole Depth: 7" Required Embedment: 7" Hole Diameter: 9/4", 7/8"' Concrete Thickness: 16" Concrete Strength: 4000 Hole Orientation: ® Vertical Down ❑ Vertical Up 0 Horizontal Base Material: ® Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: 0 Compressed Air ® Hand Pump 0 Other: Compressed Air PSI: N/A Brushed: El Yes 0 No Hole Condition: ® Dry ❑ Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): ® Yes 0 No Approved Diamond Cored Hole: 0 Yes ® No Adhesive Type: Simpson AT -XP Expiration Date: 09/07/2015 ICC ESR #: 263 Weather: Sunny Ambient Temperature: 52°F Substrate Temperature: 60°F Comments Work inspected was found to be done in accordance with the approved project documents. Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Conforms X Does Not Conform 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 RECEIVED CITY OF TUKWILA 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 743Air 5 2W Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 302515 Permit Number: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Address: 6120 52nd Ave S, Seattle Inspector: Stephen Ramos Date: 2/18/2015 Description/Location: Building C - south end roll -up door openings, #4 hairpins into slab as per RFI #045. Slab dowels Building Code & Year: IBC 2009 RECEIVED CITY OF TUKWILA viAR 2 5 26% Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others omments Technical Responsibility: Conforms X Does Not Conform -y)() 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) ■ All Thread .1 Reinforcing Steel Bar/Dowel Size & Quantity: #4 (14) Anchor Size & Quantity: Rebar Manufacturer: Type of Steel (ASTM): • A-36 ■ A-325 ■ A-449 ■ Other: Rebar Grade: ■ 40 ►1 60 ■ Other: Type of Bar: ►/ A-615 ■ A-706 ■ A-775 ■ Other: Special Ductile Quality (SDQ): ■ Yes ►4 No Anchor Length: 10" Hole Depth: 4" Required Embedment: 4" Hole Diameter: 5/8" Concrete Thickness: Concrete Strength: Horizontal Hole Orientation: ■ Vertical Down ■ Vertical Up C/ Base Material: ►1 Normal Weight Concrete ■ Light Weight Concrete 1 CMU ■ Brick ■ Composite Deck Compressed Air PSI: 110 Hole Cleaning: Compressed Air • Hand Pump 1 Other: Hole Condition: Water Saturated ■ Submerged Brushed: ►1 Yes • No Dry ■ Damp ■ Approved Diamond Cored Drill Bit (ANSI B212.15): I Yes • No Hole: ■ Yes .4 No Adhesive Type: Simpson AT -XP Expiration Date: 9/2015 ICC ESR #: ER -263 & ER -281 Weather: Overcast Ambient Temperature: 47°F Substrate Temperature: 49°F Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others omments Technical Responsibility: Conforms X Does Not Conform -y)() 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 Job Number: 14-0466 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 304878 Permit Number: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Address: 6120 52nd Ave S, Seattle Inspector: Stephen Ramos Date: 03/02/2015 Description/Location: 1. Building B- North End at NE Roll -up door opening, #5 hairpins into slab as per RFI #045 (Permit D11- 061). 2. Building D -North & South Roll -up door openings, #5 hairpins into slab as per RFI #045 (Permit D11- 243). Intended Use: Slab dowels Building Code & Year: IBC 2009 Anchor Length: 10" Hole Depth: Required Embedment: 4" Hole Diameter: 9/4" Concrete Thickness: Concrete Strength: Hole Orientation: 0 Vertical Down 0 Vertical Up iSl Horizontal Base Material: ® Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump ❑ Other: Compressed Air PSI: 110 Brushed: ® Yes 0 No Hole Condition: El Dry 0 Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): ElYes 0 N Approved Diamond Cored Hole: 0 Yes ® No Adhesive Type: Simpson AT -XP Expiration Date: 9/2015 ICC ESR #: ER -263 & ER -281 Weather: Sunny Ambient Temperature: 51°F Substrate Temperature: 53°F Comments Contractor installed #5 hairpin/hooks in lieu of #4 hooks per RFI #045, due to availability of #4 hooks on site. Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. ReproducRECEMED except in full, without written permission from our firm is strictly prohibited. CITY OF TUKWILA 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) 7232 12 2DE Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER Steel Thread ►/ Reinforcing • All Bar/Dowel Size & Quantity: #5 (24) Anchor Size & Quantity: Rebar Manufacturer: Type of Steel (ASTM): A-36 Other: A-325 A-449 • • ■ Rebar Grade: IN 40 ►/ 60 • Other: • A-775 Other: Type of Bar: ►/ A-615 • A-706 • • Special Ductile Quality (SDQ): Yes No ■ ►5 Anchor Length: 10" Hole Depth: Required Embedment: 4" Hole Diameter: 9/4" Concrete Thickness: Concrete Strength: Hole Orientation: 0 Vertical Down 0 Vertical Up iSl Horizontal Base Material: ® Normal Weight Concrete 0 Light Weight Concrete 0 CMU 0 Brick 0 Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump ❑ Other: Compressed Air PSI: 110 Brushed: ® Yes 0 No Hole Condition: El Dry 0 Damp 0 Water Saturated 0 Submerged Drill Bit (ANSI B212.15): ElYes 0 N Approved Diamond Cored Hole: 0 Yes ® No Adhesive Type: Simpson AT -XP Expiration Date: 9/2015 ICC ESR #: ER -263 & ER -281 Weather: Sunny Ambient Temperature: 51°F Substrate Temperature: 53°F Comments Contractor installed #5 hairpin/hooks in lieu of #4 hooks per RFI #045, due to availability of #4 hooks on site. Reference Standard(s) Used: Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. ReproducRECEMED except in full, without written permission from our firm is strictly prohibited. CITY OF TUKWILA 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) 7232 12 2DE Form No.: ADMIN -86-02 (Rev. 05/13) PERMIT CENTER OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 240919 Permit Number: 011-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jerry Graham, 02/11/15 Masonry Sub or Contractor: R and D Masonry DESCRIPTION / 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 "D" walls at 41C -G (Top Lift) Approximate square footage completed on this date: 800 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: Cascade Is high lift grouting approved?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 365030 Grout supplier: Miles Grout preparer: Batch Plant Grout temperature: 62°F Grout slump: 8 %" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement - 611, Sand - 1980, Pea - 880, Water - 382 MORTAR INFORMATION (ASTM C 780) Mix no./type: 5 Mortar supplier: AmeriMix Mortar preparer: Mortar temperature: 59°F Mortar ingredients: Proprietary, Prepackaged - Mixed on site MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: N-1 RECEIVED INFORMATION Were any samples made? 0 If Yes - see attached report CITY OF TUKWILA OTHER INFORMATION Weather & ambient temperature: Overcast, 43°F Protection methods: Covered MAR �OE� Is this a re -inspection? No If yes - original inspection date: COMMENTS PERMIT CENTER 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 •e, 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: 261838 Permit Number: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Mike Preciado, 02/13/15 Masonry Sub or Contractor: JR 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" CMU — 1st Lift [0'-5'] 2. Type "W2" CMU along "E" line: and 10" CMU at 3 line. 3. Inspected resteel and grout placement for compliance 4. Monitored ready mix truck for mix, slump, and batch time. 5. Cells grouted solid 6. The work inspected was per plans. 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: N/A Grout slump: Flowable 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: N/A Mortar supplier: AmeriMix Mortar preparer: Masons Mortar temperature: N/A Mortar ingredients: Mixed on site MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: 8 x 8 x 16 (nominal) Smoothface SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION RECEIVED Weather & ambient temperature: Clear, 59°F Protection methods: Plastic CITY OF TUKWILF Is this a re -inspection? No If yes - original inspection date: COMMENTS MAR 0 2 2015 PERMIT CENTER 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: No, Jeff •e, •roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 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. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT 62 aa ►;, u► ; ; .; •, ��:, Job Number: 14-0466 Report Number: 261827 Permit Number: Bldg. C: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Mike Preciado 01/06/2015 Masonry Sub or Contractor: R and D Masonry 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 ►4 Level 2 ■ 17-04.5.1117-04.5.3!17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1!17-04.5.3 SBC (2006, 2009) Inspected Building C, 10" CMU gridlines C -G/2-4, 2nd lift (5'-4"-10-8"). Inspected reinforcing steel and grout placement for compliance. Grout placed by line pump, cells grouted solid. The work was completed per plans. Approximate square footage completed on this date: 300 Are anchors in place? (if required) : N/A Was reinforcing steel verified? Yes Is reinforcing steel secured in place?: N/A Grade of reinforcing steel: 60 Manufacturer: Nucor Is high lift grouting approved?: N/A GROUT INFORMATION (ASTM C 1019) Mix no./type: 0365030 Grout supplier: Miles Grout preparer: Miles Grout temperature: 65°F Grout slump: Flowable Total yardage: 8 Method of consolidation: Vibrator Grout ingredients & weights: 611# cement, 1980# sand, 890# pea, 350# water. MORTAR INFORMATION (ASTM C 780 Mix no./type: S Mortar supplier: Amerimix Mortar preparer: R and D masonry Mortar temperature: N/A Mortar ingredients: Spec Mix MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: Smoothface and Splitface SAMPLE INFORMATION Were any samples made? Yes If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Clear 53°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: 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 2 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. Job Name: Interurban Office and Warehouse Job Number: 14-0466 Report No: 261827 MASONRY REPORT - SAMPLE DATA Sample Description Number of Samples Sample Size Cubic Yards Required f'mor psi Ambient Temp Truck No. Ticket No. Grouted CMU Prisms (ASTM c1314) 1-3 Gray Required Lower Bearing Plate Thickness: Provided Lower Bearing Plate Thickness: 5.5" M088 156433 Grouted CMU Prisms (ASTM c1314) 4-6 Red M088 156433 Grouted Clay Prisms (ASTM C1314) Ungrouted Clay Prisms (ASTM C1314) Grout (ASTM C1314) Mortar (ASTM C 780) COMMENTS Date Samples Picked Up By ORA representative: 1/7/15 Max/Min Temperature (1St 48 hrs.): (excluding paragraph 12.1.4) PRISM INFORMATION (ASTM C1314 Date Constructed: 1/6/15 Constructed By (Mason): R & D Masonry Date Grouted: 1/6/15 Block/Unit Supplier: Basalite Block/Unit Type: Smoothface and Splitface Compression Test Machine Information Diameter of Spherical Seat: 13.0" Required Upper Bearing Plate Thickness: Provided Upper Bearing Plate Thickness: 3.5" Required Lower Bearing Plate Thickness: Provided Lower Bearing Plate Thickness: 5.5" PRISM COMPRESSION TEST RESULTS Avg. Avg. Avg. Gross Max Net Height/ Corrected Prism Test Age Width Height Length Area Load Strength Thickness Strength in No. Date (Days) . in in. int (Ib.) (psi) Ratio C/F si 1 2/3/15 28 7.65 15.75 8.55 65.41 234,410 3580 2.06 1.00 3580 2 2/3/15 28 7.70 16.07 8.90 68.53 246,130 3590 2.09 1.01 3630 3 2/3/15 28 7.65 16.00 8.75 66.94 243,070 3630 2.09 1.01 3670 4 2/3/15 28 8.95 16.13 9.70 86.82 240,130 2770 1.80 .94 2600 5 2/3/15 28 8.85 16.07 9.70 85.85 253,900 2960 1.82 .95 2810 6 2/3/15 28 8.85 16.00 9.70 87.17 241,230 2770 1.81 .95 2630 Sampling & Testing Methods Used: ASTM C 140, ASTM C 1314 (excluding paragraph 5.11) Avg Compressive Strength of Prisms (psi): 3630psi - Gray; 2680 - Red * Height to thickness correction factor from Table 1 of ASTM C 1314 RECEIVED CITY OF TUKWILA MAR 022 PERMIT CENTER 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.: INSP-72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 292684 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: D11-242 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking X Structural Steel Fabrication Structural Steel Erection X Other (specify): Other (specify): Inspector and Date Remarks Mike Sorantino 02/03/2015 Copies to: X Client Owner X Architect Visually inspected puddle welding and delta punching of corrugated deck on roof at J -E/1-4 at building C. Work appeared satisfactory and adequate as per AWS D1.1 and noted and details of S5.1 of plan. Also observed work in progress installing 5/8" and'/" diameter Hilti wedge anchors at ledger angles along lines 1 and 4. Work was ongoing. Recommended inspection and verification upon completion. X Engineer Contractor X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 0 2 MMS 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number: 14-0466 Report Number: 261867 Permit Number: D11-242 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jim Linehan, 02/10/15 Masonry Sub or Contractor: R and D Masonry / JR 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 ►/ 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) ORA representative was on site for periodic masonry and continuous placement inspections for Building D walls and C and G lines / 3-4 (approximate elevation). Representative verified conformance with City approved permit documents. Approximate square footage completed on this date: 125/6925 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: Cascase Is high lift grouting approved?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 3605036 Grout supplier: Miles Grout preparer: Batch Plant Grout temperature: 61°F Grout slump: 9'/" Total yardage: 4.0 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: R and D Masonry Mortar temperature: 50°F Mortar ingredients: Proprietary, Prepackaged MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: CMU Smooth Face (8x8x16) SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Clear, 48°F Protection methods: 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: i iUM Jeff Rabe,REZEWED This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, InCIVogto itg6W,94 except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 MAR 0 2 MI5 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US FiVilitittENTER Form No.: ADMIN -72-07 (Rev 05/13) OTT ` ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 292716 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: D11-243, D11-060, D11-242 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection X Other (specify): Other (specify): Inspector and Date Remarks Bob Schaefer Arrived on site to provide visual weld inspections on the buildings listed below: 02/09/15 o Building B — Permit #D11-061 o Inspected the tilt up panel to panel welds at B/102 and 1/B -E. Also, the partial joint penetration panel to the foundation welds at B/1-2 and the 9/16" fillet -panel to foundation welds at 1/B -E. ® Building C — Permit #D11-242 o The ledger angle bolts at roof along 1 and 3 lines are now complete and acceptable at 1/B -H and 3/C -G. The'/2, 5/8, and 3/4" wedge anchors are Hilti per plans. O Building D — Permit #D11-243 o The roof deck puddle welds and delta punching of deck seams is acceptable at: A - E/1 -4. The diagonal brace at the brace frame (7/S5.4) at C line is acceptable at all 4 welds and the high strength bolting — level 2 and roof at C -E/2-4, have been tensioned per plan. Conforms Reference Standards Used: AWS D1.1-10 Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEDVED CDTV OF TU MILL. MAR 0 2 2015 [palmi CEN1TEk ilksf‘ 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 -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 CONCRETE REPORT Report Number: RC286817 Permit Number: D11-242 Project: Interurban Office and Warehouses Address: 14550 Interurban Avenue, Tukwila Inspector(s): Jim Linehan Client: A & B Properties Address: 6120 52nd Ave S, Seattle Date: 11/17/2014 Description/Location: ORA representative was onsite for periodic reinforcement and continuous placement inspection of Building C slab on grade. ORA representative verified conformance with AHJ approved permit drawings and engineer of record's issued revisions*. Resteel Verified: Yes 11/17/2014 Jim Linehan (Grade 60) Mfg: Cascade Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Corliss J16500 5" ± 1" 0.44 N/A 199.5 Pump Yes 4000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 7:40 am Cast Samples: 5-8 9:30 am Design ❑� 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): Actual ❑ 611# 1238# 1130# 3/4" 811# 3/8" Batch Weights/Cubic Yard Type: I/11 Slag (lbs): 270# 10 oz per cwt. NC534, 32 oz. GLENIUM 3030 Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Yards Added C 143 C 231 C 1064 Temp No. No. 31.50 0 gal. 5" N/A 66°F 24°F 0144 212028 157.50 10 gal. 5 1/4" N/A 62°F 27°F 0152 89460 Weather: Clear Slump Range: 5" - 5 1/4" Air % Range: N/A Date Samples Picked Up: 11/18/2014 Initial Curing Method: Asrm C31. Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments *Slab was stopped short of truck door openings. Engineer of record review required for extension of #4 hook bars (detail 2/S3.2). REINFORCING/PLACEMENT: *Conforms: El Does Not Conform: ❑ ° pending engineer of record review See attached for additional test results Copies to: Q Client El Engineer 0 Building Dept ❑ Owner ❑ Contractor Batch Plant ❑d Architect ❑ 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. 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 -62c-04 (Rev 09/06) Page 1 of 2 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 14-0466 CONCRETE REPORT Report Number: RC286817 Permit Number: D11-242 Project: Interurban Office and Warehouses Address: 14550 Interurban Avenue, Tukwila Inspector(s): Jim Linehan Specimen Number Client: A & B Properties Address: 6120 52nd Ave S, Seattle Date: 11/17/2014 COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 1 11/24/14 7 4 x 8 12.56 8.71 80,080 6380 2 12/15/14 28 4 x 8 12.62 8.75 93,510 7410 3 12/15/14 28 4 x 8 12.62 8.75 94,590 7500 4 12/15/14 28 4 x 8 12.62 8.76 95,790 7590 5 11/24/14 7 4 x 8 12.56 8.76 85,560 6810 6 12/15/14 28 4 x 8 12.62 8.76 106,220 8420 7 12/15/14 28 4 x 8 12.62 8.81 105,770 8380 8 12/15/14 28 4 x 8 12.62 8.77 104,920 8310 • = Discarded Tested in general accordance to: ASTMC39 j ASTMC617 ❑ ASTMC1231 ❑ 2 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62c-04 (Rev 09/06) Page 2 of 2 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 C Date 07/19/2011 Occupancy Group ® Nonresidential 0 Multifamily residential Clear For Building Department Use "O. FILEAdjustment cnrcf P " Climate Zone QQ Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 13.9% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area' sheet on the backside of the ENV-SHGC form. 2: U -factors shall come from chapter 10 or calculated per 1332. See the ENV -CHK worksheet for example of how to complete the rows on this form. pmr+®pA Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) 01.1A (U x A) Target UA U -factor x Area (A) = UA (U x A) Roofs a 13 R= 30.0 ID: Rigid Above Roof Deck R= ID: R= ID: 0.034 10944 372.1 0.034 I 10944 I 372.1 Above Deck Insulation U-0.034 -p 00 R= ID: R= ID: R= ID: 0.031 Metal Building U-0.031 Other l R= ID: R= ID: R= ID: 0.027 REVOE © FO CODE ©©MPLeA E 1 Single raft, attic, other U-0.027 Opaque Walls - Above Metal Frm R= 9.000 ID: Wall 1 (6" meta R= ID: R= ID: R= ID: stud) AmmuyiEv APR 17 2012 0 . f 96 4172 400.5 0.064 I 4172 I 267.0 Steel frame/metal bldg U-0.064 Mass* Wood/Oth l R= ID: R= ID: R= ID: C„{y„ ©Q 7u QUOLO°1�� NO ORMO it 0.057 Wood Frame, other U-0.057 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 2834 5540 204.0 426.6 0.150 I 8374 I 1256.1 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 Assumed to be Mass Wall U-0.150 Opaque Doors U= 0. 600 ID: Hollow Metal Door U= 0.129 ID: Overhead Metal Cargo Door R=6.7 U= ID: 0.600 0.150 96 496 57.6 74.4 0.60 1 592 I 355.2 All Doors U-0.60 Floors R= ID: R= ID: R= ID: 0.029 Floors U-0.029 F -factor x Perimeter = UA(U x A) F -factor x Perimeter = UA (U x A) Slab -on -grade Heated Unheate R= ID: Slab -On -Grade R= ID: R= ID: 0.730 570 416.1 0.540 I 570 I 307.8 Slab -On -Grade U-0.540 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 1 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 rlaarly ctatP fnntnnta raniiiramantc Subtotal Area UA Area UA 24652 1951 24652 2558 b I %, 2, RECEIVE `I JUL 212011 PFRAAIT MIT= 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 C Date 07/19/2011 24652 Fenestration Area as % gross exterior wall area 13.9% Max. Target: 40.0% For Building Department Use i otes: 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 fromo onrl nl.sinn norfnrmonro\ 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= 0.400 ID: Alum w/ thermal break, 1/2" double fixed U= ID: U= ID: U= ID: 0.70 1892 1324.4 0.40 I 1892 1 756.8 Metal Frame U-0.40 Non -Metal U= ID: U= ID: U= ID: U= ID: 0.32 Non -Metal Frame U-0.32 MtI entrance U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door U-0.60 Skylights No Curb 1 U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U-0.50 IWith Curb [ U= 0.600 ID: Roof Skylights U= ID: U= ID: U= ID: 0.60 192 115.2 0.60 1 192 I 115.2 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 2084 1440 24652 1951 26736 3391 Area UA 2084 872 24652 2558 26736 3430 Interurban Office / Warehouses - Building C 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 ProjAddres:suilding C 14600 Interurban Ave s Date 1/4/2012 Tukwila, WA For Building Department P'LE c®p Use Allowed Watts x ft2 (or x If) Name: Tom Jordan Appl. Name 1411 4th Ave #1306 Seattle WA 98101 Appl. Phone 206 682 6170 Perrt#; tyr 1_ Project Description FE -Alteration; ,.,„ _0 Plgns Included and commissioning requirements: J New ❑ Addition Refer to WSEC Section 1513 for controls Lighting Zone (as specified by Jurisdiction) 0 7nno 1 7nno / 0 7nno .1 O 7nno d Compliance Option ® Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) ❑ Controlled by motion sensor 4 Efficacy > 60 lumens/VV ❑ 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 Li: htin • Wattage Base Site Allowance: 1300 Tradable Surfaces VIEWED FOR COIVIPI.9Ai�C�°. ion Allowed Watts per ft2 or per If Area (ft`), perimeter (If) or # of items Allowed Watts x ft2 (or x If) AP'P'ROVED APR t 7 2 Z Total Allowed Tradable Watts: Tradable Proposed Lighting Wattage (us mfgr listed maximum input wattage for luminaire.) Surface(�� p t4/1 m h3nner€. �I - ription Number of Fixtures Watts/ Fixture Watts Proposed Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 558 2790 4 175 700 Bldg. Facade (by perim) L-4 wall pack 6 175 1050 Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non -tradable categories. Total Proposed Tradable Watts: Non -Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 1300 Non -Tradable Surfaces Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 558 2790 4 175 700 Bldg. Facade (by perim) L-4 wall pack 6 175 1050 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 6 32 192 Bldg. Facade (by perim) L-2 wall mount over service doors 4 175 700 Bldg. Facade (by perim) L-4 wall pack 6 175 1050 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: Site Allowance Balance: 0 1300 RECEIVED 13/42. 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MN '3N1 'S2J31N1100N3 13315 SelV3S — 21311113 ,,,,,, „ VM 'V11MNn1 3Sf10H3 IVM / 301330 NV9afJ1N1 0 0 1 co N • } ❑ .... sIeli01cgs ill e5 3 5 a 9 E z 0 w 0 _0 1 0 LU cc NEW MILLENNIUM BUILDING SYSTEMS August 4, 2014 To: Patty Weir Steel Encounters Project: Interurban Office / Warehouse Tukwila, WA NMBS Job #5814-0005 Re: Final Design Calculations FIL REM ON This letter is to certify that the steel joists, girders, and bridging supplied by New Millennium Building Systems, LLC for the above-mentioned project have been designed and manufactured in accordance with the current Steel Joist Institute standards and specifications, as well as with the specified design and loading information provided on the contract documents. New Millennium Building Systems, LLC is a fully approved member company of the Steel Joist Institute. Respectfully, /26.44 Dennis Montgomery, P.E. Civil Engineer REVIEWED This plan was reviewer for general conformance with the followin, as amended by the jurisdiction: IS Structural Provisions of the International Budding Code O Non -Structural Provisions of the International Building Cods ® Others: The project applicant is responsible for confer with all applicable codes, conditions of approval, curd permit requirements subject to the requirements and interpretations of the governing authority. This review docs not relieve the Architect and Engineers of Record of the responsibility fora complete design in accordance with the laws of the governing jurisdiction and the State of Jurisdiction C. cry f 7-1/k wi ;-/1 By . ilir.../ oc," r Daae 6/1 REID MIDDLETON, INC. r/ Code Review Consultant EXPIRES 51301I - t -4—W cam: ccomptuANcr-: 05 20Z L1V cog Tuk13 iht I. DMS[C`Ani ‘14-m)._ 8200 Woolery Way I Fallon, Nevada 89406 I Phone: 775-428-0600 I Fax: 775-867-2169 I www.newmill.com FLEXIBLE to the FINISH NEW MILLENNIUM BUILDING SYSTEMS JOIST CALCULATION DEFINITION -SHEET Load Types: (Figure) Uniform Uniform line load applied to TC or BC Net Uplift Uniform line load applied to TC (not concurrent w/ uniform dead or live loading) Gross Uplift Uniform line load applied to TC (concurrently w/ factored dead loads per Code requirements) Axial , Compressive / Tensile (+/-) forces applied to TC or BC Concentrated Load Vertical load applied at given location Conc @ any pp Vertical Toad applied at any panel point (local panel bending not applied to chords) Conc anywhere Vertical Toad applied at any location along chord (local panel bending applied to chords) Conc w/bending Vertical load applied at given location (local panel bending applied to chords) Category: (Figure 1) DL Dead Load LL TL Total Load (DL + LL) IP WL Wind Load SM (1), (2), (3), etc. Individual Separate Design Load Cases Position: (Figure 1) TC Top Chord Live Load Inward Pressure Seismic Load BC Bottom Chord Load Combinations: (Figure 2) All shown load combinations are ran for each Load Case (1, 2, 3, etc.) Loads Load Type Category 01(1) Loadt 98.47 L if- 96.47 'posRion TC direC + 1 7 `'L e:/Begrq.. _''- of ` i', ,1 - 'p in 345 518 i Uniform (plf) Uniform (plf) LL (1) 234.22 234.22 TC + 0-0 5516 Net Uplift (plf) WL (1) 67.00 '• 67,00,,'%'.S13 ''.v-4^7- b0 t..... .t 30(15/8' -.. Uniform (p1f) TL (2) 319.00 319.00 TC + 0-0 346.5(8' Axial (lbs) SM (2) 300.00 i 0.00 TC +0-0 0-0 Conc Load (Ibs) DL (2) 1,700.00 0.00 FC . ' ' r . 13-0114 ••) • 1$41 114 . Conc Load (IDs) DL (2) 1,700.00 0.05.: ') IC ' a ..: 'CV ;-.-.20.8:114,P . 2843174!.i i o - LOAD COMBINATIONS Case 1: DL Case 2a: LL Case 2b: 5L Case 3a: OL+CL+TL+LL Case 3b: 0L+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: OL+CL+TL+LL Case 3t.DL+CL+TL+SL Case 40: OL+W L+AX Case 4b: 0L+W L -AX Case 4e: DL+W L+AX+IP Case 4d: OL+W L-AX+IP Case 4e: DL+SM.AX Case 4t 0L+SM•Ac Case Sa;0.6(D1))+WL+AX 4 Case 5b:1).6(Dp+WL•AX Case Sc: 0. W L+AX+IP , o , Cdk5d:0.6(DL)+WL- X+11,' Case 5e: 0.6(DL)+WL+A)*+SM Case 5t 0.6((DL)+WL-A)NSM i C ¢se 6a: DL+CL+O A6.855(TTT1L)`W L+AX 16b: DL+CL+0.85(1444lt Ale3. ''J '°• <1 ., :. • ...1. e. Al- ' t: 6C; DL±CLsd. HM(Ld:AX'OR. r' ' .. '_• , s 6d: QL.C4s0 �9(V L-AX+IP . .. 6e: DL+CL. StTLHSM+AX . 9 . '-' ' 6t D .40.:40.85(Tt)+SM./3t , tL . . - ' '.,._: 711:43.t+CL.V2SIn.)W75ONMAX+),t) c -i '.'d '%P•'., ' 7b: D4Lwssm))++00,,75� 4LLk.+LL+I,c, ,,i. 7o:'DL +0:85(TL)+it7 +AXP) . 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) 7e: DL+CL+0.85(TLt+0:75(SM+AX+tL) 7t DL+CL+0.85(R)+0.75 X+LL) 8a;DL+CLw.85(TL)•0: L_nx+SL) 8b: DL+CL.0.85(IL)+0.75(WL-A)6SL) 8c: DL.CL+0.85(TL)+0.75(WL+AX.SL+IP) s 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) se:DL.CL.0.85(TL).0.75(WL+AX+SL+SM)__ Cale tt)L+CC+O$$(TL')i) :75(WCAS(+SL+SM)- - Case 9a: 12(DL)+0.5(LL)+0.8(TL)+SM.AX+FEM Case 9b: 12(DL)+0S(LL)+0.8(fL)+SM-AX+FEM F.igure:,1 ry •LL,1 :I' Figure 2 U-? 8200 Woolery Way 1 Fallon, Nevada 89406 1 Phone: 775-428-0600 1 Fax: 775-867-2169 1 www.newmill.com FLEXIBLE to the FINISH Interior Dimensions: TC PANEL V2 1—.0— BC PANEL Left End Dimensions: TCX FIRST DIAGONAL TC PANEL --4"- Right End Dimensions: W2 BCX BC PANEL FIRST DIAGONAL FIRST HALF V2 FIRST HALF BPL 1 - TC PANEL 1S WZ BC PANEL TCX -1 Notes & Abbreviations: TCX-Top Chord Extension BCX-Bottom Chord Extension BPL -Base Plate Length V1S-First Vertical Web Member V2 -Standard Vertical Web Member W2 -First Diagonal Web Member All vertical and diagonal web members are ordered numerically progressive toward interior 8200 Woolery Way 1 Fallon, Nevada 89406 I Phone: 775-428-0600 I Fax: 775-867-2169 1 www.newmill.com FLEXIBLE to the FINISH 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:05 AM NEW MILLENNIUM ' Location: Joist Description: Mark: RIIII nitir. SV-I-FM'"i Geometry Base Length. Working Length. 26-1 1/2 25-91/2 Variable Left End TUKWILA, Right Joist Depth. 28.00 End WA Effective Depth. 26.39 BC 3 @ Girder Load @ Diag Panel Length. 6-10 7/8 28G4N12.3K1.9 Shape. Parallel Chords G1 BC Panel 3-3 3/8 2-10 1/2 11IIIIIIIIGIIIIIIIIIIIIIII11IIIII1IIIILIIIII)IIIIIJIIII1fIIIII11II1IIIIIII1II111111111II TC Panel 3-3 3/8 2-10 1/2 i First Half 3-3 1/2 2-10 3/8 First Diag. 6-6 7/8 5-8 7/8 1 Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 6,150.00 0.00 TC + 0-2 0-2 i Conc Load (lbs) TL 12,300.00 0.00 TC + 6-6 7/8 6-4 7/8 I Conc Load (lbs) TL 12,300.00 0.00 TC + 13-5 3/4 6-10 7/8 � Conc Load (lbs) TL 12,300.00 0.00 TC + 20-4 5/8 6-10 7/8 Conc Load (lbs) TL 6,150.00 0.00 TC + 25-11 1/2 5-6 7/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-1 1/2 Axial (lbs) SM 8,000.00 0.00 TC + 0-0 0-0 Conc Load (lbs) WL 950.00 0.00 TC - 0-2 0-2 1 Conc Load (lbs) WL 1,900.00 0.00 TC - 6-6 7/8 6-6 7/8 Conc Load (lbs) WL 1,900.00 0.00 TC - 13-5 3/4 13-5 3/4 Conc Load (lbs) WL 1,900.00 0.00 TC - 20-4 5/8 20-4 5/8 , Conc Load (lbs) Stress Analysis Int. Panel TC: 41.50 Member TC Summary Max Panel 83.00 Tension BC: WL TC Reaction 24,326.27 Compresion LE: 950.00 BC Tension 0.00 Reaction RE: 25,518.52 BC Compresion TC 'Minimum 116,379.63 - Shear. Web Tension Max 61,613.61 Web 25-11 1/2 TC Comp.: Comp. Web 25-11 1/2 Max BC Tension 70,399.67 Length PP Dist. W2 7,759.11 29,895.84 0.00 0.00 31,446.56 7,861.64 45.75 0-2 W3 7,759.11 29,895.84 52,718.64 7,610.93 4,745.08 32,506.44 47.50 3-3 3/8 W4 8,844.00 61,613.61 52,718.64 7,610.93 11,864.12 2,966.03 49.07 6-6 7/8 W5 8,844.00 61,613.61 70,399.67 10,162.27 1,723.28 11,889.61 49.18 10-0 1/4 W5 8,574.03 59,705.82 70,399.67 10,162.27 1,882.13 12,672.62 49.18 13-5 3/4 W4 8,574.03 59,705.82 48,908.83 7,071.78 12,805.99 3,201.50 49.07 16-111/4 W3 7,786.78 28,294.25 48,908.83 7,071.78 4,615.93 31,637.75 43.34 20-4 5/8 W2 Standard Verticals Member 7,786.78 Position 28,294.25 Max Tension 0.00 Max Comp. 0.00 Length _ _ 30,673.81 7,668.45 _ 41.86 23-3 V1 End Panel 0.00 1,232.27 26.39 V2 Interior 0.00 1,232.27 26.391 I 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:05 AM NEW MILLENNIUM Location: Joist Description: Mark: i RL111. nlNf: Chord Properties 1 Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N12.3K1.9 Q Material G1 TC 1.4375 0.9304 0.5924 1.6850 0.8424 1.2442 0.9613 3025 = 3 x 3 x .250 I BC Axial and Bending 1 K: 111.00 Top Chord 1.1875 Analysis - 1Fy: 50,000.00 Check 0.8021 End Fb: 30,000.00 Panel 0.4813 LE 1Mom 907.65 First 1.5548 of Inertia: Panel LE Interior 0.7695 LL 360: 1,976.43 Panel 0.7639 First LL 240: 2,964.65 Panel 1.0000 RE 1Max End Panel A46A = Bridg TC: 23-101/2 RE 1 2.5938 x j Gap Between .250 I Max Bridg BC: 24-3 314 Chords: i Length 37.38 39.50 41.50 34.38 32.50 ! 1.1250 'Bending Load 30.00 30.00 30.00 30.00 30.00 Min weld Len 2x. 0 7500 Axial Load 29,895.84 29,895.84 61,613.61 28,294.25 28,294.25 Max fa 10,398.55 10,398.55 21,430.82 9,841.48 9,841.48 Load Fillers TC: 71,187.75 Maximum K Ur 63.09 66.68 49.18 58.03 54.86 Max Load no Fillers TC: Fcr 36,335.21 35,165.60 40,550.08 37,935.95 38,900.74 59,766.96 Fa 21,801.13 21,099.36 24,330.05 22,761.57 23,340.45 TCo6URyy: 183.6779 F'e 177,367.80 158,797.25 143,860.31 209,677.45 234,568.91_ BC j Cm 0.9707 0.9673 0.9002 0.9765 0.9790 Stress: 0.99 Panel Point Moment 379.14 379.14 358.80 295.06 274.39 BC URz: Mid Panel Moment 261.65 135.26 179.40 84.54 201.94 12.4496 Panel Point fb 328.73 328.73 311.10 255.84 237.91 TC Shear Stress: Mid Panel fb 88.58 45.79 60.73 28.62 68.36 13,564.67 !Fillers 0 0 4 0 0 BC Shear Stress: 19,690.22 Panel Point Stress 10,727.29 10,727.29 21,741.92 10,097.31 10,079.39 TC Bearing Capacity: Mid Pan& Stress Web Design Member Web Tension 0.4799 Allow Tension 0.4944 Web Comp ' 0.8831 Allow Comp 0.4333 Weld Qty 0.4239 6.19K < 6.19K Material W2 31,446.56 43,219.92 7,861.64 29,902.93 11.29 x 0.188 2 A36B = 2.0780 x 0.188 W3 4,745.08 48,989.04 32,506.44 34,588.77 11.68 x 0.188 2 A38B = 2.2190 x 0.199 W4 11,864.12 14,453.10 2,966.03 3,981.84 5.33 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W5 1,723.28 26,094.36 11,889.61 13,392.64 5.64 x 0.142 2 A26B = 1.6560 x 0.142 W5 1,882.13 26,094.36 12,672.62 13,392.64 6.01 x 0.142 2 A26B = 1.6560 x 0.142 W4 W3 12,805.99 4,615.93 14,453.10 48,989.04 3,201.50 31,637.75 3,981.84 36,668.87 5.75 x 0.150 11.36 x 0.188 1 2 C28BB = 1.125 x 1.344 x .150 A38B = 2.2190 x 0.199 W2 30,673.81 48,989.04 7,668.45 37,384.97 11.02 x 0.188 2 A38B = 2.2190 x 0.199 V1 0.00 4,826.79 1,232.27 1,688.97 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 1,232.27 1,688.97 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: n111LO1Nf. SVSTFMTUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 28G4N12.3K1.9 TCX Right TCX Length 0-0 1/2 TCX Length I0-0 1/2 R ' TCX Type R TCX Type TCX Depth 7 1/2 TCX Depth 7 1/2 I BPL Length 0-6 1/2 BPL Length 0-6 1/2 I Clear Bearing 0-9 1/2 i i Clear Bearing 0-8 3/8 Total Load BPL Material: 407050 = 4 x 7 x .500 0.00 I 1 Tota l Load 0.00 Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 Live Load0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1533 Section Modulus 1.1533 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.4884 Mom of Inertia 2.4884 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped I I (Seat Type: Lapped f Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX I Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/11201411:01:05 AM Mark: G1 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:09 AM I ' NEW MILLENNIUM Location: Joist Description: Mark: FlI111 nING 1 Geometry Base Length: 22-10 Variable TFMS Working Length: .22-6 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.53 BC 3 @ Girder Load @ Diag Panel Length: 5-101/2 28G4N9.8K1.3 Shape: Parallel Chords G10 1 i BC Panel 2-9 1/4 2-9 1/4 IIIIIIIIIIIIIIIIIIIII!IIIIIIIIIIIIIIIIIIIIIII{IIIIIIIIIIIIIIIIIIIIIIijIIIIIIIIIIIIIIIIIIII( TC Panel 2-9 1/4 2-9 1/4 First Half 2-9 1/4 2-9 1/4 I First Diag. 5-6 1/2 5-6 1/2 Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,900.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 9,800.00 0.00 TC + 5-6 1/2 5-4 1/2 Conc Load (lbs) TL 9,800.00 0.00 TC + 11-5 5-10 1/2 Conc Load (lbs) TL 9,800.00 0.00 TC + 17-3 1/2 5-10 1/2 Conc Load (lbs) TL 4,900.00 0.00 TC + 22-8 5-4 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 Conc Load (lbs) WL 650.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,300.00 0.00 TC - 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,300.00 0.00 TC - 11-5 11-5 Conc Load (lbs) WL 1,300.00 0.00 TC - 17-3 1/2 17-3 1/2 Conc Load Stress Analysis Int. Panel TC: 35.25 I I Member (lbs) TC Summary Max Panel 70.50 Tension BC. WL TC Reaction 19,881.25 Compresion LE: 650.00 BC Tension Reaction 19,881.25 0.00 RE: BC Compresion TC Minimum 14,970.31 Shear. Web - Tension Max 42,918.41 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC Tension 49,478.09 Length PP Dist. W2 2,121.27 17,609.18 0.00 0.00 23,098.63 5,774.66 40.99 0-2 W3 2,121.27 17,609.18 36,261.13 4,428.83 2,952.03 23,861.15 42.54 2-91/4 W4 5,204.70 42,918.40 36,261.13 4,428.83 8,331.92 2,082.98 44.12 5-61/2 W5 5,204.70 42,918.40 49,478.09 6,039.12 1,044.32 8,265.66 44.12 8-5 3/4 W5 5,204.70 42,918.41 49,478.09 6,039.12 1,044.32 8,265.66 44.12 11-5 W4 5,204.70 42,918.41 36,261.13 4,428.83 8,331.92 2,082.98 44.1214-41/4 W3 2,121.27 17,609.18 36,261.13 4,428.83 2,952.03 23,861.16 42.54 17-31/2 W2 Standard Verticals Member 2,121.27 Position 17,609.18 Max Tension 0.00 Max Comp. 0.00 1 Length 23,098.63 5,774.66 40.99 20-0 3/4 V1 End Panel 0.00 858.37 26.53 V2 - Interior 0.00 858.3 -_ 26.53 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:09 AM NEW MILLENNIUM Location: Joist Description: Mark: RI11* MINT Chord Properties 1 Chord `,,STP S Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N9.8K1.3 Q Material G10 TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 743.49 Panel LE 0.7019 LL 360: 12,438.53 Interior Panel 0.5140 First LL 240: 3,657.80 Panel 1.0000 RE End Panel A40B = 2.3750 x Max Bridg TC: 22-0 3/8 RE Gap Between 0.218 Max Bridg BC: 26-61/4 Chords: Length 31.25 33.25 35.25 33.25 31.251 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.001 Vii; Weld Len 2x. Axial Load 17,609.18 17,609.18 42,918.41 17,609.18 17,609.18' , Max Load Fillers TC: fa 7,414.39 7,414.39 18,070.91 , 7,414.39 7,414.39 62,386.04 Maximum K Ur 64.93 69.08 73.241 69.08 64.93 ' Max Load no Fillers TC: Fcr 36,736.96 35,271.18 33,778.481 35,271.18 36,736.96 48,986.06 Fa 22,042.18 21,162.71 20,267.09 21,162.71 22,042.181 Tc oauRy 173.6520y: F'e 188,562.25 166,560.30 148,196.021 166,560.30 188,562.25 Cm 0.9803 0.9777 0.9183 0.9777 BC Stress: 0.9803. 0.87 'Panel Point Moment 265.46 265.46 258.87' 265.46 265.46 BC URz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 ' 160.1181 Panel Point fb 316.98 316.98 309.11 316.98 316.981 TC Shear Stress: 1 Mid Panel fb 92.06 48.05 65.19 48.05 92.06 15,178.05 Fillers 0 0 0 0 0 BC Shear Stress: 19,158.93 Panel Point Stress 7,731.37 7,731.37 18,380.01 7,731.37 7,731.37 TCBearing Capacity: 1 Mid Panel Stress Web Design Member Web Tension 0.3392 Allow Tension 0.3519 Web Comp I 0.8939 Allow Comp 0.3519 Weld Qty 0.3392; 4.94K < 7.10K Material W2 23,098.63 24,494.52 5,774.661 8,158.60 8.30 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,952.03 37,626.54 23,861.15 26,090.52 9.13 x 0.176 2 A34A = 1.9380 x 0.176 W4 8,331.92 10,795.89 2,082.981 2,996.42 4.35 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,044.32 18,064.86 8,265.66} 8,281.88 4.72 x 0.118 2 A18B = 1.3750 x 0.118 11 W5 1,044.32 18,064.86 8,265.66 8,281.88 4.72 x 0.118 2 A18B = 1.3750 x 0.118 W4 W3 8,331.92 2,952.03 10,795.89 37,626.54 2,082.98 2,996.42 23,861.16 26,090.52 4.35 x 0.129 9.13 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129_ A34A = 1.9380 x 0.176 W2 23,098.63 24,494.52 5,774.66 8,158.60 8.30 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 858.37 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 858.37 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM R1111_ music; SV 5i7F1.41S TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N9.8K1.3 TCX Left TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-2 7/8 BPL Length 1-2 7/8 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material: 302025 = 3 x 2 Total Load x .250 0.00 LBPL Material: 302025 = 3 x 2 Total Load x _250 0.00 Reqd TL Def L/80 0.01 Reqd TL Def U80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8375 Section Modulus 0.8375 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5278 Mom of Inertia 1.5278 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted _1 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/201411:01:09 AM Mark: G10 1 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/2014 11:01:13 AM NEW MILLENNIUM Location: Joist Description: Mark: RI in ninin SVS. TRMr+ ' Geometry I Base Length: Working Length: 26-21/2 25-101/2 Variable Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.28 BC 3 © Girder Load @ Diag Panel Length: 6-8 5/8 28G4N11.4K1.7 Shape: Parallel Chords G11 BC Panel 3-2 1/4 3-2 1/4 1111111111)1 1111111 II 1I 11111111.11111l11111;111111I1111.11111111111.1 1 111111111111111111 TC Panel i3-2 1/4 3-2 1/4 First Half 3-2 3/8 3-2 3/8 First Diag. 16-4 5/8 6-4 5/8 Depth . 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End !Conc Load (lbs) TL 5,700.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 11,400.00 0.00 TC + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 11,400.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 11,400.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 5,700.00 0.00 TC + 26-0 1/2 6-2 5/8 ' Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 1 Conc Load (lbs) WL 850.00 0.00 TC- 0-2 0-2 Conc Load (lbs) WL 1,700.00 0.00 TC- 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,700.00 0.00 TC- 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,700.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load Stress Analysis Int. Panel TC: 140.38 ' Member (lbs) TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 23,123.44 Compresion LE: 850.00 BC Tension 0.00 Reaction RE: 23,123.43 BC Compresion TC Minimum :5,780.86 - Shear. Web Tension Max 58,197.45 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 66,990.45 Length PP Dist. r W2 3,280.51 23,978.01 0.00 0.00 29,617.67 7,404.42 44.78 0-2 W3 3,280.51 23,978.01 49,248.13 6,821.43 4,291.83 30,629.13 46.51 3-21/4 W4 8,011.08 58,197.45 49,248.13 6,821.43 10,678.55 2,669.64 48.18 6-4 5/8 W5 8,011.08 58,197.45 66,990.45 9,274.22 1,508.60 10,572.95 48.07 9-9 W5 8,011.08 58,197.45 66,990.45 9,274.22 1,508.60 10,572.95 48.07 13-11/4 W4 8,011.08 58,197.45 49,248.13 6,821.43 10,678.56 2,669.64 48.18 16-51/2 W3 3,280.51 23,978.01 49,248.13 6,821.43 4,291.83 30,629.13 46.51 19-9 7/8 W2 I Standard Verticals Member 3,280.51 Position 23,978.01 Max Tension 0.00' 0.00 _ Max Comp. Length 29,617.67 7,404.42 44.78 23-0 1/4 1 V1 End Panel 0.00 1,163.95 26.28 1 V2 Interior 0.00 1,163.95 26.28 , 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:13 AM 1 NEW M I L L E N N 1 U M Location: Joist Description: Mark: nim_nonir. 1 Chord Properties Chord gTEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N11.4K1.7 Q Material G11 - TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 11 BC Axial and Bending K: 1.00 Top Chord 1.1207 Analysis Fy: Y 50,000.00 Check 0.8991 End Fb: 30,000.00 Panel 0.5436 LE First 1.6512 Mom of Inertia: 872.33 Panel LE Interior 0.8225 LL 360: 1,881.23 Panel 0.9058 - First LL 240: 2,821.84 Panel 0.9280 RE End Panel A44A = 2.8750 Max Bnd TC: 9 24-8 7/8 RE j x Gap Between .209 Max BridgBC: 26-3 Chords: Length 36.25 38.38 40.38 38.38 36.25 1.1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min weld Len 2x 0.7500 Axial Load 23,978.01 23,978.01 58,197.45 23,978.01 23,978.01 Max Load Fillers TC: fa 8,340.18 8,340.18 20,242.59 8,340.18 8,340.18 72,781.28 Maximum K Ur 62.13 65.77 69.19 65.77 62.13 Max Load no Fillers TC: Fcr 36,700.83 35,516.37 34,377.81 35,516.37 36,700.83 60,365.51 Fa 22,020.50 21,309.82 20,626.69 21,309.82 22,020.50 177..8123 8123 TC : F'e 202,243.83 180,465.64 163,029.53 180,465.64 202,243.83 - _ _ Cm 0.9794 0.9769 0.9168 0.9769 0.9794 BC Stress: 1.00 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC URz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 148.0868 Panel Point fb 293.85 293.85 279.89 293.85 293.85 Tc Shear Stress: Mid Panel fb 82.43 42.58 56.86 42.58 82.43 14,363.97 Fillers 0 0 0 0 0 BC Shear Stress: 18,474.64 Panel Point Stress 8,634.02 8,634.02 20,522.49 8,634.02 8,634.02 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3814 Allow Tension 0.3928 Web Comp 0.9834 Allow Comp 0.3928 Weld Qty 0.3814 5.74K < 6.14K Material W2 29,617.67 31,548.36 7,404.42 19,701.88 12.62 x 0.158 2 A30B = 1.7970 x 0.158 W3 4,291.83 48,989.04 30,629.13 35,089.11 11.00 x 0.188 2 A38B = 2.2190 x 0.199 W4 10,678.55 14,453.10 2,669.64 4,095.17 4.79 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W5 1,508.60 23,524.92 10,572.95 11,825.24 5.35 x 0.133 2 A24B = 1.5940 x 0.133 W5 1,508.60 23,524.92 10,572.95 11,825.24 5.35 x 0.133 2 A24B = 1.5940 x 0.133 W4 W3 10,678.56 4,291.83 14,453.10 48,989.04 2,669.64 30,629.13 4,095.17 35,089.11 4.79 x 0.150 11.00 x 0.188 1 2 C28BB = 1.125 x 1.344 x .150 A38B = 2.2190 x 0.199 W2 29,617.67 31,548.36 7,404.42 19,701.88 12.62 x 0.158 2 A30B = 1.7970 x 0.158 V1 0.00 4,826.79 1,163.95 1,702.41 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 1,163.95 1,702.41 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:13 AM NEW MILLENNIUM Location: TUKWILA, WA R1111 fllNfi SV r+TFM"+ TCX Design TCX Left Joist Description: Girder Load @ Diag 28G4N11.4K1.7 TCX Right TCX Length 0.00 i ;Total Load 0.00 0-0 1/2 TCX Length 0-0 1/2 TCX Type 0.00 R TCX Type R 1TCX Depth Section Modulus 7 1/2 TCX Depth 7 1/2 BPL Length 2.6694 Mom of Inertia 2.6694 0-6 1/2 ; BPL Length 0-6 1/2 Clear Bearing 0-9 5/8 1 Clear Bearing 0-9 5/8 BPL Material: 407050 = 4 x 7 x .500 :BPL Material: 407050 = 4 x 7 x .500 ' Total Load 0.00 i ;Total Load 0.00 Reqd TL Def L/80 0.01! Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 1 Regd LL Def L/120 0.001 0.00 Reqd LL Def U120 0.00 Section Modulus 1.2134 Section Modulus 1.2134 ' Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.6694 Mom of Inertia 2.6694 Reqd MI 0.0000 i Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: G11 0 r Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:18 AM NEW M I L L E N N I U N1 1 Location: Joist Description: Mark: RLw_nw11 SYSTEMS Geometry Base Length: 1 22-10 Variable Working Length: 22-6 Left End 1 TUKWILA, Right WA Joist Depth: 28.00 End Effective Depth: 26.48 BC 3 @ Girder Load @ Diag - Panel Length: 5-101/2 28G4N8.9K1.2 Shape: Parallel Chords G12 BC Panel 2-7 3/4 2-10 3/4 111111111[11111111II;I111111IIIIII11111111II1111111111,1111 1 111111 11111 111 1111111111 TC Panel 2-7 3/4 2-10 3/4 First Half 2-7 3/4 2-10 3/4 I First Diag. 5-3 1/2 5-9 1/2 Depth Loads Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc./Begin Sp/End Conc Load (lbs) TL 4,450.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,900.00 0.00 TC + 5-3 1/2 5-1 1/2 Conc Load (lbs) TL 8,900.00 0.00 TC + 11-2 5-10 1/2 Conc Load (lbs) TL 8,900.00 0.00 TC + 17-0 1/2 5-10 1/2 Conc Load (lbs) TL 4,450.00 0.00 TC + 22-8 5-7 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 Conc Load (lbs) WL 600.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,200.00 0.00 TC - 5-3 1/2 5-3 1/2 Conc Load (lbs) WL 1,200.00 0.00 TC - 11-2 11-2 Conc Load (lbs) WL 1,200.00 0.00 TC - 17-0 1/2 17-0 1/2 Conc Load (lbs) Stress Analysis Int. Panel TC: 35.25 I Member TC Summary Max Panel 70.50 Tension BC: WL TC Reaction 18,377.92 Compresion LE: 600.00 BC Tension Reaction 17 784.58 0.00 RE: FBC Compresion TC Minimum 4,594.48 Shear. - Web - - Tension Max 39,485.64 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC Tension 45,056.01 Length PP Dist. W2 1,898.84 15,615.65 0.00 0.00 20,903.90 5,225.97 39.82 0-2 W3 1,898.84 15,615.65 32,204.26 3,971.42 2,698.62 21,599.31 41.34 2-7 3/4 W4 4,730.54 38,679.03 32,204.26 3,971.42 8,097.66 2,024.41 44.09 5-3 1/2 W5 4,730.54 38,679.03 45,056.01 5,548.32 1,022.76 7,975.38 44.09 8-2 3/4 W5 4,827.06 39,485.64 45,056.01 5,548.32 945.48 7,650.41 44.09 11-2 W4 4,827.06 39,485.64 33,817.49 4,164.48 7,650.41 1,912.60 44.09 14-11/4 W3 1,993.68 16,452.52 33,817.49 4,164.48 2,729.06 21,830.70 43.69 17-01/2 W2 Standard Verticals Member 1,993.68 Position 16,452.52 Max Tension 0.00 Max Comp. 0.00 r Length 21,156.27 5,289.07 42.11 19-111/4 V1 End Panel 0.00 789.71 26.48 V2 Interior 0.00 789.71 26.484 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:18 AM 1 NEW MILLENNIUM Location. Joist Description • I Mark' RI w-nwr. 1 Chord Properties � ' Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N8.9K1.2 Q 1G12 Material I TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K. 1.00 Top Chord 0.9485 Analysis r Fy. 50,000.00 Check 0.7361 End Fb. 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia. 721.61 Panel LE Interior 0.7019 LL 360:LL 2,366.76 Panel 0.5140 First 240. 13,550.14 Panel 1.0000 RE End Panel A40B = Max Bridg TC: 23-4 3/4 RE 2.3750 x 1 Gap Between 0.218 1 Max Bridg BC. 27-8 Chords: Length 29.75 31.75 35.25 34.75 32.75 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 0i 7500dLen 2X: Axial Load 15,615.65 15,615.65 39,485.64 16,452.52 16,452.52 Max Load Fillers TC: fa 6,966.92 6,966.92 17,616.51 7,340.29 7,340.29 56,119.23 Maximum K L/r 54.73 58.41 64.85 63.93 60.25 Max Load no Fillers TC: Fcr 37,866.05 36,811.58 34,881.89 35,163.35 36,270.41 Fa 22,719.63 22,086.95 20,929.13 21,098.01 21,762.25 ,47,745.78 ITC 163.5172172 F'e 261,420.59 229,523.03 186,206.801 191,603.80 215,720.36 Cm 0.9867 0.9848 0.9366 0.9808 BC Stress: 0.9830 0.79 Panel Point Moment 237.91 237.91 258.87 294.20 294.20 ' BC LRz: Mid Panel Moment 166.55 82.72 129.43 108.48 199.87 160.1181 Panel Point fb 269.55 269.55 293.29 333.32 333.32 TC Shear Stress: 1 Mid Panel fb 75.62 37.56 58.77 49.25 90.74 Fillers 0 0 0 0 0 114,549.46 BC Shear Stress: 17,763.79 Panel Point Stress 7,236.46 7,236.46 17,909.80 7,673.61 7,673.61 TC Bearing Capacity: Mid Panel Stress 1 Web Design Member Web Tension 0.3091 Allow Tension 0.3167 Web Comp 0.8438 Allow Comp 0.3496 Weld Qty 0.3403 ; 4.49K < 4.69K Material W2 20,903.90 24,494.52 5,225.97 8,480.57 7.51 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,698.62 33,633.00 21,599.31 23,327.63 9.21 x 0.158 2 A32B = 1.9060 x 0.158 W4 8,097.66 9,029.40 2,024.41 2,078.60 4.62 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W5 1,022.76 18,064.86 7,975.38 8,291.17 4.55 x 0.118 2 A18B = 1.3750 x 0.118 W5 945.48 18,064.86 7,650.41 8,291.17 4.37 x 0.118 2 A18B = 1.3750 x 0.118 W4 W3 7,650.41 2,729.06 9,029.40 33,633.00 1,912.60 21,830.70 2,078.60 22,396.15 4.37 x 0.118 9.30 x 0.158 1 2 C18BB = 1.125 x 1.035 x .118 A32B = 1.9060 x 0.158 1 I W2 21,156.27 24,494.52 5,289.07 7,864.15 7.60 x 0.188 1 C38BA = 1.125 x 1.845 x .199 1 I V1 0.00 4,826.79 789.71 1,677.82 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 789.71 1,677.82 2.00 x 0.077 1 C10A6 = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM 1 Location: TUKWILA, WA RI111 %INP: GVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.9K1.2 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R 1 TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-2 3/8 BPL Length 1-3 1/4 Clear Bearing 0-8 3/8 Clear Bearing 10-9 BPL Material: 302025 = 3 x 2 x .250 Total Load 1 BPL Material: 302025 = 3 x 2 x .250 0.001 Total Load Reqd TL Def U80 0.01 Reqd TL Def U80 Live Load 0.00 Live Load Reqd LL Def U120 0.00 Reqd LL Def U120 Section Modulus 0.8826 Section Modulus Reqd SM 0.0000 Reqd SM Mom of Inertia 1.8116 Mom of Inertia Reqd MI Seat Type: Pegged or Butted If II! kt Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 0.0000 Reqd MI Seat Type: Pegged or Butted 0.00' 0.01 0.00 0.00' 0.8826 0.0000 1.8116 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:18 AM Mark: G12 „ Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:22 AM NEW MILLENNIUM, Location: Joist Description: Mark: Fil.III niNr. avGTPnna Geometry Base Length.- 1 Working Length: 26-21/2 125-10 1/2 Variable Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.56 [BC 3 @ Girder Load @ Diag Panel Length: 6-8 518 28G4N6.3K1 Shape: Parallel Chords G13 BC Panel 3-2 1/4 3-2 1/4 11111 1 11 11111 1 l l lil 1 1 1111111,1111111111 I;I 11111 11 111111 11111:111111111 1111111111 I TC Panel 3-2 1/4 3-2 1/4 . First Half 3-2 3/8 3-2 3/8 T First Diag. 6-4 5/8 6-4 5/8 - Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,150.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 6,300.00 0.00 TC + 6-4 5/8 6-2 5/8 ' .Conc Load (lbs) TL 6,300.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 6,300.00 0.00 TC + 19-9 7/8 6-8 5/8 'Conc Load (lbs) TL 3,150.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC 1 + 0-0 26-2 1/2 ' Conc Load (lbs) WL 500.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,000.00 0.00 TC - 6-4 5/8 6-4 5/8 1 Conc Load (lbs) WL 1,000.00 0.00 TC - 13-1 1/4 13-1 1/4 ' Conc Load (lbs) WL 1,000.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) Stress Analysis Int Panel TC' 40.38 Member TC Summary Max Panel 80.50 Tension BC WL TC Reaction 12,923.44 Compresion LE 500.00 BC Tension 0.00 Reaction RE- 12,923.44 BC Compresion TC Minimum 3,230.86 - Shear.. Web Tension Max 32,219.70 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC 37,056.57 Length Tension PP Dist. W2 1,813.20 13,286.79 0.00 0.00 16,471.86 4,117.97 44.94 0-2 1 W3 1,813.20 13,286.79 27,240.14 3,800.08 2,416.39 16,969.74 46.67 3-21/4 W4 4,445.27 32,219.70 27,240.14 3,800.08 5,960.50 1,490.12 48.33 6-4 5/8 W5 4,445.27 32,219.70 37,056.57 5,164.82 862.11 5,865.83 48.22 9-9 W5 4,445.27 32,219.70 37,056.57 5,164.82 862.11 5,865.83 48.22 13-11/4 W4 4,445.27 32,219.70 27,240.15 3,800.08 5,960.50 1,490.12 48.33 16-51/2 W3 1,813.20 13,286.79 27,240.151 3,800.08 2,416.39 16,969.74 46.67 19-9 7/8 W2 Standard Verticals Member 1,813.20 Position 13,286.79 Max Tension 0.001 0.00 Max Comp. f Length 16,471.86 4,117.96 44.94 23-01/4 V1 End Panel 0.00 644.391 26.56; V2 I Interior 0.00 644.391 26.56! 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:22 AM NEW MILLENNIUM Location: Joist Description: Mark: at tit n.ir. Chord Properties ' Chord SV9TPMr+ Area , TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N6.3K1 Q Material G13 I TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.7132 Analysis Fy: 50,000.00 Check 0.6446 End Fb: 30,000.00 Panel 0.3831 LE First 1.3432 Mom of Inertia: 616.19 Panel LE Interior 0.6159 LL 360: 1,328.83 Panel 0.2963 First LL 240: 1,993.25 Panel 1.0000 RE End Panel A36B = Max Bridg TC: 23-4 3/4 RE 2.0780 x Gap Between 0.188 Max Bridg BC: 22-9 7/8 Chords: Length 36.25 38.38 40.38 38.38 36.25 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 n 0..7WeldLen 2X: 0.7500 Axial Load 13,286.79 13,286.7932,219.701 13,286.79 13,286.79 Max Load Fillers TC: fa 5,927.90 5,927.90 14,374.81 5,927.90 5,927.90 53,979.56 Maximum K Ur 66.69 70.59 74.27 70.59 66.69 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 43,647.44 Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 TC OAL/ "8444Ryy: 188.0448 F'e 176,075.02 157,114.75 141,934.72 157,114.75 176,075.02 Cm 0.9832 0.9811 0.9321 0.9811 0.9832 BC Stress: 0.87 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 210.1279 'Panel Point fb 403.95 403.95 384.77 403.95 403.95 TC Shear Stress: Mid Panel fb 111.77 57.74 77.10 57.74 111.77 10,330.69 Fillers 0 0 0 0 0 BC Shear Stress: 17,061.79 Panel Point Stress 6,331.85 6,331.85 14,759.58 6,331.85 6,331.85 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.2916 Allow Tension 0.3005 _ Web Comp F 0.7535 Allow Comp 0.3005 Weld Qty 0.2916 3.19K < 4.85K Material j W2 16,471.86 16,813.47 4,117.971 5,048.42 7.02 x 0.158 1 C32BA = 1.125 x 1.520 x .158 1 i W3 2,416.39 31,548.36 16,969.741 18,916.36 7.23 x 0.158 2 A30B = 1.7970 x 0.158 I W4 5,960.50 7,865.88 1,490.12 1,513.60 3.94 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 862.11 15,737.82 5,865.83 6,233.37 3.87 x 0.102 2 A16B = 1.3750 x 0.102 W5 862.11 15,737.82 5,865.83 6,233.37 3.87 x 0.102 2 A16B = 1.3750 x 0.102 1 W4 W3 5,960.50 2,416.39 7,865.88 31,548.36 1,490.12 16,969.74 1,513.60 18,916.36 3.94 x 0.102 7.23 x 0.158 1 2 C16BB = 1.125 x 1.025 x .102 - - A30B = 1.7970 x 0.158 W2 16,471.86 16,813.47 4,117.96 5,048.42 7.02 x 0.158 1 C32BA = 1.125 x 1.520 x .158 V1 0.00 4,826.79 644.39 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 644.39 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA P1111 11I .Jr gYSTFlAS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 28G4N6.3K1 TCX Right TCX Length 0.00 'Total Load 0.00 0-0 1/2 TCX Length 0-0 1/2 TCX Type Reqd LL Def U120 R TCX Type R TCX Depth 0.0000 Reqd SM 0.0000 7 1/2 1.8116' Mom of Inertia 1.8116 TCX Depth 7 1/2 BPL Length Seat Type: Pegged or Butted 1-3 7/8 BPL Length ' 1-3 7/8 Clear Bearing 0-10 1/8 Clear Bearing 0-10 1/8 I BPL Material: 302025 = 3 x 2 x .250 1 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 'Total Load 0.00 Reqd TL Def L/80 0.01 Reqd TL Def U80 0.01' Live Load 0.00. Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00. Section Modulus 0.8826 1Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116' Mom of Inertia 1.8116 Reqd MI 0.0000 , Reqd MI 0.0000 iSeat Type: Pegged or Butted Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP 'Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX • Case 5c: 0.6(DL)+WL+AX+IP 1 Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:22 AM Mark: G13 00Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:25 AM NEW MILLENNIUM Location.: Joist Description: Matic: R1. 111. fliNfi SYSTEMS Geometry Base Length: 22-10 Variable 1 Working Length: I 22-6 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.56 BC 3 @ Girder Load @ Diag Panel Length: 5-101/2 28G4N6.9K1 Shape: Parallel Chords G14 , BC Panel i 2-7 3/4 2-10 3/4 IIIIIIIIICIIIIIIIIII;IIIIIIIIIIIIIIIIIIIIII!IIIIIIIIIIII111IIII111i11111t1IIIIIIIII111It TC Panel 2-7 3/4 2-10 3/4 First Half 2-7 3/4 2-10 3/4 First Diag. 5-3 1/2 5-9 1/2 - Depth Loads Load Type 28.00 Category 28.00 Load1 Load2 Position i Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,450.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 6,900.00 0.00 TC + 5-3 1/2 5-1 1/2 Conc Load (lbs) TL 6,900.00 0.00 TC + 11-2 5-10 1/2 Conc Load (lbs) TL 6,900.00 0.00 TC + 17-0 1/2 5-10 1/2 Conc Load (lbs) TL 3,450.00 0.00 TC + 22-8 5-7 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 Conc Load (lbs) WL 500.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,000.00 0.00 TC - 5-3 1/2 5-3 1/2 Conc Load (lbs) WL 1,000.00 0.00 TC - 11-2 11-2 Conc Load (lbs) WL 1,000.00 0.00 TC - 17-0 1/2 17-0 1/2 Conc Load Stress Analysis Int. Panel TC: 35.25 Member (lbs) TC Summary Max Panel 70.50 Tension BC: WL TC Reaction 14,311.25 Compresion LE: 500.00 BC Tension 0.00 Reaction RE: 13,851.25 IBC Compresion TC Minimum 3,577.81 - Shear: Web Tension Max 30,664.79 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC 34,978.50 Length Tension PP Dist. W2 1,549.21 12,130.30 0.001 0.00 16,261.57 4,065.39 39.88 0-2 W3 1,549.21 12,130.30 24,999.511 3,248.52 2,215.54 16,778.78 41.40 2-7 3/4 W4 3,863.61 30,037.74 24,999.511 3,248.52 6,308.44 1,577.11 44.14 5-3 1/2 W5 3,863.61 30,037.74 34,978.50; 4,537.19 843.39 6,186.41 44.14 8-2 3/4 W5 3,942.13 30,664.79 34,978.501 4,537.19 774.59 5,945.21 44.14 11-2 W4 3,942.13 30,664.79 26,253.631 3,405.56 5,945.21 1,486.30 44.14 14-11/4 W3 1,625.55 12,782.50 26,253.631 3,405.56 2,240.45 16,955.70 43.74 17-01/2 I W2 Standard Verticals Member 1,625.55 Position 12,782.50 Max Tension 0.001 Max Comp. 0.00 Length 16,458.12 4,114.53 42.17 19-111/4 1 V1 End Panel 0.00 613.30 26.56 V2 Interior 0.00 613.30 26.56 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:25 AM NEW MILLENNIUM Location: Joist Description: Mark: 81111 r71Nr Chord Properties Chord riVSTRMri Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N6.9K1 Q Material G14 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending I K: 1.00 Top Chord 0.7132 Analysis Fy. 50,000.00 Check 0.6446 End F b. l 30,000.00 Panel 0.3831 LE First 1.3432 Mom of Inertia. 616.19 Panel LE 0.6159 LL 360. 2,020.99 Interior Panel 0.2963 LL 240. 13,031.49 First Panel 1.0000 RE End Panel A36B = 2.0780 x Max Bridg TC: 23-4 3/4 RE Gap Between 0.188 Max Bridg BC: 24-41/4 Chords: Length 29.75 31.75 35.25: 34.75 32.75 1.1250 Bending Load 30.00 30.00 30.00 30.00 Mn 30.00 017500d Len 2X: Axial Load 12,130.30 12,130.30 30,664.79 12,782.50 12,782.50 Max Load Fillers TC: fa 5,411.93 5,411.93 13,681.091 5,702.91 5,702.91 , ' 56,119.23 Maximum K L/r 54.73 58.41 64.85 63.93 , 60.25 Max Load no Fillers TC: Fcr 37,866.05 36,811.58 34,881.89 35,163.35 36,270.41 47,745.78 Fa 22,719.63 22,086.95 20,929.13 21,098.01 21,762.25. 163..5172 5172 Tc : F'e 261,420.59 229,523.03 186,206.80 191,603.80 215,720.36 Cm 0.9896 0.9882 0.9508 0.9851 BC Stress: 0.9868' 0.82 Panel Point Moment 237.91 237.91 258.87 294.20 294.20: BC URz: Mid Panel Moment 166.55 82.72 129.43 108.48 199.87' 184.0251 Panel Point fb 269.55 269.55 293.29 333.32 333.32 TC Shear Stress: Mid Panel fb 75.62 37.56 58.77 49.25 90.74 11,336.69 Fillers 0 0 0 0 0 BC Shear Stress: 18,747.75 Panel Point Stress 5,681.48 5,681.48 13,974.381 6,036.23 6,036.231; TC Bearing Capacity: Mid Panel Stress Web Design ' Member Web Tension 0.2407 Allow Tension 0.2463 Web Comp 0.6557 Allow Comp 0.2719 Weld Qty 0.2650 ! 3.49K < 4.85K Material W2 16,261.57 16,813.47 4,065.39 5,925.35 6.93 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 2,215.54 28,912.26 16,778.78 18,789.87 7.53 x 0.150 2 A28B = 1.7350 x 0.150 W4 6,308.44 7,865.88 1,577.11 1,814.74 4.17 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 843.39 15,737.82 6,186.41 7,180.92 4.08 x 0.102 2 A16B = 1.3750 x 0.102 W5 774.59 15,737.82 5,945.211 7,180.92 3.93 x 0.102 2 A16B = 1.3750 x 0.102 W4 W3 1 5,945.21 2,240.45 7,865.88 28,912.26 1,486.30 1,814.74 16,955.70 17,870.40 3.93 x 0.102 7.61 x 0.150 1 2 C16BB = 1.125 x 1.025 x .102 A28B = 1.7350 x 0.150 W2 16,458.12 16,813.47 4,114.53 5,506.29 7.01 x 0.158 1 C32BA = 1.125 x 1.520 x .158 1 V1 0.00 4,826.79 613.301 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 613.301 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 , Job Number. 5814-0005 NEW MILLENNIUM 1 Location: TUKWILA, WA qI. 111. flINr. �i V STFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N6.9K1 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R ' TCX Type ' R TCX Depth 7 1/2 , TCX Depth 17 1/2 BPL Length 1-2 1/8 ! BPL Length 1-3 Clear Bearing 0-8 3/4 11Clear Bearing 10-9 3/8 BPL Material: 302025 = Total Load 3 x 2 x .250 j 0.00' 1 BPL Material: 302025 = Total Load 3 x 2 x .250 1 0.00 Reqd TL Def L/80 0.01 Reqd TL Def U80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted { Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:25 AM Mark: G14 0 'Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:30 AM , NEW MILLENNIUM Location: Joist Description: Mark: RI 111 nwr. SYSTEMS Geometry 'Base Length: ' Working Length: , 26-21/2 125-101/2 Variable . Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.52 BC 3 @ Girder Load a© Diag Panel Length: 6-8 518 28G4N7.6K1.2 Shape: Parallel Chords G15 IBC Panel 3-2 1/4 3-2 1/4 111111111 I I 1111 1111 111 11 111111 11111 1111 11 I I 1111111111.111 111 1 11,111111111111 11111 TC Panel 3-2 1/4 3-2 1/4 First Half 3-2 3/8 3-2 3/8 First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,800.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 7,600.00 0.00 TC + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 7,600.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 7,600.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 3,800.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 , Conc Load (lbs) WL 600.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,200.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,200.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,200.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load Stress Analysis Int. Panel TC: 40.38 Member (lbs) TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 15,523.44 Compresion LE: 600.00 BC Tension 0.00 Reaction RE: 15,523.44 BC Compresion TC- Minimum 3,880.86 Shear. Web Tension Max 38,743.89 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 44,574.41 Length PP Dist. W2 2,225.94 15,971.81 0.00, 0.00 19,790.24 4,947.56 44.92 0-2 W3 2,225.94 15,971.81 32,767.41 4,649.84 2,946.48 20,416.58 46.65 3-2 1/4 W4 5,448.23 38,743.89 32,767.41 4,649.84 7,150.60 1,787.65 48.31 6-4 5/8 W5 5,448.23 38,743.89 44,574.41 6,320.61 1,044.75 7,053.26 48.20 9-9 W5 5,448.23 38,743.89 44,574.41 6,320.61 1,044.75 7,053.26 48.20 13-11/4 W4 5,448.23 38,743.89 32,767.41 4,649.84 7,150.60 1,787.65 48.31 16-51/2 W3 2,225.94 15,971.80 32,767.41 4,649.84 2,946.48 20,416.58 46.65 19-9 7/8 W2 Standard Verticals j Member 2,225.94 Position 15,971.80 Max Tension 0.001 0.00 Max Comp. Length 19,790.24 4,947.56 44.92 23-01/4 V1 End Panel 0.00 774.881 26.52 V2 Interior 0.00 774.88 26.52 G, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:30 AM NEW MILLENNIUM Location: Joist Description: Mark: cii III . nwr. i Chord Properties Chord 9V TFM'-+ Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N7.6K1.2 Q Material G15 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE First 1.3990 Mom of Inertia: 661.99 Panel LE Interior 0.6554 LL 360: 1,427.62 Panel 0.3832 First LL 240: 2,141.43 Panel 1.0000 RE End Panel A38B = Max Bridg TC: 23-4 3/4 RE 2.2190 x I Gap Between 0.199 Max Bridg BC: 22-10 5/8 Chords: Length 36.25 38.38 40.38 38.38 36.25 11.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 MWel 0�n 7500dLen 2x: Axial Load 15,971.81 15,971.81 38,743.89 15,971.80 15,971.80 Max Load Fillers TC: fa 7,125.82 7,125.82 17,285.58 7,125.82 7,125.82 53,979.56 Maximum K Ur 66.69 70.59 74.27 70.59 66.69 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 43,647'4 Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 188..0448 0448 Tc : F'e 176,075.02 157,114.75 141,934.72 157,114.75 176,075.02 - - - - - Cm 0.9798 0.9773 0.9184 0.9773 0.9798 BC Stress: 0.92 I Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 196.0546 Panel Point fb 403.95 403.95 384.77 403.95 403.95 TCShearStress: Mid Panel fb 111.77 57.74 77.10 57.74 111.77 12,401.38 Fillers 0 0 0 0 0 BC Shear Stress: 17,890.66 Panel Point Stress 7,529.77 7,529.77 17,670.35 7,529.77 7,529.77 TCBeanngCapacity: Mid Panel Stress ' Web Design Member Web Tension 0.3499 Allow Tension 0.3609 Web Comp 0.9056 Allow Comp 0.3609 Weld Qty 0.3499 3.84K < 4.75K Material W2 19,790.24 24,494.52 4,947.56 7,186.94 7.11 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,946.48 33,633.00 20,416.58 21,205.09 8.70 x 0.158 2 A32B = 1.9060 x 0.158 W4 7,150.60 10,795.89 1,787.65 2,499.19 3.73 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,044.75 18,064.86 7,053.26 7,125.50 4.03 x 0.118 2 A18B = 1.3750 x 0.118 W5 1,044.75 18,064.86 7,053.26 7,125.50 4.03 x 0.118 2 A18B = 1.3750 x 0.118 W4 W3 7,150.60 2,946.48 10,795.89 33,633.00 1,787.65 20,416.58 2,499.19 21,205.09 3.73 x 0.129 8.70 x 0.158 1 2 C22BB = 1.125 x 1.110 x .129 A328 = 1.9060 x 0.158 W2 19,790.24 24,494.52 4,947.56 7,186.94 7.11 x 0.188 1 C38BA = 1.125 x 1.845 x .199 1 V1 0.00 4,826.79 774.88 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1 0.00 4,826.79 774.88 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: R1111 O I.Jfi SYSTRMS TUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 28G4N7.6K1.2 TCX Right TCX Length 0-0 1/2 1 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-4 1/4 BPL Length 1-4 1/4 Clear Bearing 0-9 3/4 Clear Bearing 0-9 3/4 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 1 Total Load j 0.001 Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00, Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.8826 Section Modulus 0.88261 Reqd SM 0.0000 Reqd SM 0.0000 1 Mom of Inertia 1.8116 Mom of Inertia 1.81161 Reqd MI 0.0000 1 Regd MI 0.00001 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL • Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:30 AM Mark: G15 G 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:34 AM NEW MILLENNIUM 1 Location: Joist Description: Mark.: 1 RIIII nlNr gVSTFP.A Geometry Base Length: 26-21/2 Variable 'Working Length: 125-101/2 Left End ;TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.52 BC 3 @ Girder Load a@ Diag Panel Length: 6-8 5/8 28G4N7.9K1.2 1G16 I 1 Shape: Parallel Chords BC Panel 3-2 1/4 3-2 1/4 11111111111111 11111 Ii 111111111111111111111111111 1 11111111111111 I 1;1111111111 1111111111i TC Panel 3-2 1/4 3-2 1/4 First Half 3-2 3/8 3-2 3/8 First Diag. 6-4 5/8 6-4 5/8 Depth Loads I Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 1 ' Conc Load (lbs) TL 3,950.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 7,900.00 0.00 TC + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 7,900.00 0.00 TC + 13-1 1/4 6-8 5/8 1 Conc Load (lbs) TL 7,900.00 0.00 TC + 19-9 7/8 6-8 5/8 1 Conc Load (lbs) TL 3,950.00 0.00 TC + 26-0 1/2 6-2 5/8 ' Uniform (plf) DL 25.00 25.00 TC � + 0-0 26-2 1/2 Conc Load (lbs) WL 600.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,200.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,200.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,200.00 0.00 TC - 19-9 7/8 19-9 7/8 1 Conc Load Stress Analysis I Int. Panel TC: 40.38 Member (lbs) Summary 1MaxPanel 80.50 TC Tension _ BC: WL TC Reaction 16,123.44 Compresion LE: 600.00 BC Tension 0.00 Reaction RE: 16,123.44 IBC Compresion TC Minimum 4,030.86 Shear. Web - Tension Max 40,238.40 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC 46,296.56 Length 1 1 i Tension PP Dist. W2 2,225.94 16,586.86 0.001 0.00 20,552.34 5,138.08 44.92 0-2 W3 2,225.94 16,586.86 34,033.581 4,649.84 2,946.48 21,208.06 46.65 3-2 1/4 W4 5,448.23 40,238.40 34,033.58 4,649.84 7,423.80 1,855.95 48.31 6-4 5/8 W5 5,448.23 40,238.40 46,296.56 6,320.61 1,044.75 7,325.88 48.20 9-9 W5 5,448.23 40,238.39 46,296.56 6,320.61 1,044.75 7,325.88 48.20 13-11/4 W4 5,448.23 40,238.39 34,033.57 4,649.84 7,423.81 1,855.95 48.31 16-51/2 W3 2,225.94 16,586.86 34,033.57 4,649.84 2,946.48 21,208.06 46.65 19-9 7/8 W2 Standard Verticals Member 2,225.94 Position 16,586.86 Max Tension 0.00 Max Comp. 0.00 1 Length 20,552.33 5,138.08 44.92 23-01/4 V1 End Panel 0.00 804.77 26.52 V2 Interior 0.00 804.77 26.52 G''Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:34 AM 'NEW MILLENNIUM Location: Description: Mark: R1 In f1Wf: Chord Properties Chord Sv4TFM.i Area I TUKWILA, Rx WA Rz Ryy 1Joist Girder Y Load @ Diag Ix 28G4N7.9K1.2 Q Material G16 ' TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC i Axial and Bending K. 1.00 Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE First 1.3990 Mom of Inertia: 661.99 Panel LE Interior 0.6554 LL 360: 1,427.62 Panel 0.3832 First LL 240: 2,141.43 Panel 1.0000 RE End Panel A38B = 2.2190 x Max Bridg TC: 23-4 3/4 RE Gap Between 0.199 Max Bridg BC: 22-10 5/8 Chords: ' Length 36.25 38.38 40.38 38.38 36.25 1.1250 30.00 30.00 30.00 30.00 30.00 Mil Weld Len 2X: 0 7500 ,BendingLoad Axial Load 16,586.86 16,586.86 40,238.40 16,586.86 16,586.86 Max Load Fillers TC: fa 7,400.22 7,400.22 17,952.35 7,400.22 7,400.22 53,979.56 Maximum K Ur 66.69 70.59 74.27 70.59 66.69 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 43'647.44 Fa 20,588.33 19,852.16 19,147.04 19,852.16 TC Ryy 20,588.33 188.044848 F'e 176,075.02 157,114.75 141,934.72 157,114.75 176,075.02 • , Cm 0.9790 0.9764 0.9153. 0.9764 0.9790 BC Stress: 0.95 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC URz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 ',196.0546 Panel Point fb 403.95 403.95 384.77 403.95 403.95 TC Shear Stress: Mid Panel fb 111.77 57.74 77.101 57.74 111.77 12'878.94 Fillers 0 0 0 0 0 BC Shear Stress: 18,579.61 Panel Point Stress 7,804.18 7,804.18 18,337.121 7,804.18 7,804.18 ITC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3632 Allow Tension 0.3747 Web Comp 1 0.9405' Allow Comp 0.3747 Weld Qty 0.3632 3.99K < 4.63K Material W2 20,552.34 24,494.52 5,138.081 7,186.94 7.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,946.48 37,626.54 21,208.06 24,224.38 8.11 x 0.176 2 A34A = 1.9380 x 0.176 W4 7,423.80 10,795.89 1,855.95 2,499.19 3.88 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,044.75 19,858.62 7,325.88 8,467.53 3.98 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,044.75 19,858.62 7,325.88 8,467.53 3.98 x 0.124 2 A20B = 1.4370 x 0.124 W4 W3 7,423.81 2,946.48 10,795.89 37,626.54 1,855.95 21,208.06 2,499.19 24,224.38 3.88 x 0.129 8.11 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 20,552.33 24,494.52 5,138.08 7,186.94 7.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 804.77 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 804.77 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI111 flhNr, SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N7.9K1.2 TCX Right TCX Length 0-0 1/2 ; TCX Length 0-0 1/2 TCX Type R , TCX Type ' R ;TCX Depth 7 1/2 I TCX Depth 7 1/2 BPL Length 1-4 1/4 BPL Length 1-4 1/4 Clear Bearing 0-9 3/4 Clear Bearing 10-9 3/4 BPL Material: 302025 = 3 x 2 If Total Load x .250 0.00 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Reqd TL Def U80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:34 AM Mark: G16 „ Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:37 AM NEW MILLENNIUM Location: Joist Description: Mark: Al 111 Hour. SYSTPMS Geometry Base Length. Working Length: 26-21/2 25-10112 Variable Left End TUKWILA, Right Joist Depth. 28.00 End WA Effective Depth. 26.52 BC 3 @ Girder Load c Diag Panel Length. 6-8 5/8 28G4N7.9K1.2 Shape. Parallel Chords G17 I BC Panel 3-2 114 3-2 1/4 111111111111111111111,IIIIIIIIIIIiII111111111;1111111111111111111111,11111111111.1111111114 TC Panel :3-2 1/4 3-2 1/4 I First Half 3-2 3/8 3-2 3/8 First Diag. 1,6-4 5/8 6-4 5/8 ' Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,950.00 0.00 TC 1 + 0-2 0-2 Conc Load (lbs) TL 7,900.00 0.00 TC + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 7,900.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 7,900.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 3,950.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 Conc Load (lbs) WL 600.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,200.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,200.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,200.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) Stress Analysis Int. Panel TC: 40.38 Member TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 16,123.44 Compresion LE: 600.00 BC Tension 0.00 Reaction RE: 16,123.44 BC Compresion TC Minimum 14,030.86 - Shear. Web Tension Max 40,238.40 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 46,296.56 Length PP Dist. W2 2,225.94 16,586.86 0.00 0.00 20,552.34 5,138.08 44.92 0-2 W3 2,225.94 16,586.86 34,033.58 4,649.84 2,946.48 21,208.06 46.65 3-2 1/4 W4 5,448.23 40,238.40 34,033.58 4,649.84 7,423.80 1,855.95 48.31 6-4 5/8 W5 5,448.23 40,238.40 46,296.56 6,320.61 1,044.75 7,325.88 48.20 9-9 W5 5,448.23 40,238.39 46,296.56 6,320.61 1,044.75 7,325.88 48.20 13-11/4 W4 5,448.23 40,238.39 34,033.5V 4,649.84 7,423.81 1,855.95 48.31 16-51/2 W3 2,225.94 16,586.86 34,033.57, 4,649.84 2,946.48 21,208.06 46.65 19-9 7/8 W2 Standard Verticals Member 2,225.94 Position 16,586.86 Max Tension 0.00: 0.00 , Max Comp. ; Length 20,552.33 5,138.08 44.92 23-0 1/4 V1 End Panel 0.00 804.771 26.52 V2 1 i Interior 0.00 804.77; 26.52 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:37 AM NEW MILLENNIUM Location: Joist Description: Mark: ,iu❑ nlNr, Chord Properties Chord SVTFM4 Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N7.9K1.2 Q Material G17 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 I BC Axial and Bending K: 1.00 Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE First 1.3990 Mom of Inertia: 661.99 Panel LE Interior 0.6554 LL 360: 1,427.62 Panel 0.3832 1 First LL 240: 2,141.43 Panel 1.0000 RE End Panel A38B = Max Bridg TC: 23-4 3/4 RE 2.2190 x I Gap Between 0.199 Max Bridg BC: 1 22-10 5/8 j Chords: 36.25 38.38 40.381 38.38 36.25 1.1250 Length 1 Bending Load 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X: 0 7500 Axial Load 16,586.86 16,586.86 40,238.40 16,586.86 16,586.86 Max Load Fillers TC: fa 7,400.22 7,400.22 17,952.35 7,400.22 7,400.22 53,979.56 Maximum K Ur 66.69 70.59 74.27 70.59 66.69 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 143,647*" Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 ITC : F'e 176,075.02 157,114.75 141,934.72 157,114.75 1188.0448 176,075.02 r Cm 0.9790 0.9764 0.9153 0.9764 0.9790 BC Stress: 0.95 � Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 196.0546 I Panel Point fb 403.95 403.95 384.77 403.95 403.95 TC Shear Stress: Mid Panel fb 111.77 57.74 77.10 57.74 111.77 112'878'94 Fillers 0 0 0 0 0' BC Shear Stress: Panel Point Stress 7,804.18 7,804.18 18,337.12 7,804.18 7,804.18 ,18,579.61 TC Bearing Capacity: Mid Panel Stress ' Web Design Member Web Tension 0.3632 Allow Tension 0.3747 Web Comp 0.9405 _ Allow Comp 0.3747 Weld Qty 0.3632 , 3.99K < 4.63K Material • W2 20,552.34 24,494.52 5,138.08 7,186.94 7.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,946.48 37,626.54 21,208.06 24,224.38 8.11 x 0.176 2 A34A = 1.9380 x 0.176 W4 7,423.80 10,795.89 1,855.95 2,499.19 3.88 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,044.75 19, 858.62 7,325.88 8,467.53 3.98 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,044.75 19,858.62 7,325.88 8,467.53 3.98 x 0.124 2 A20B = 1.4370 x 0.124 W4 W3 7,423.81 2,946.48 10,795.89 37,626.54 1,855.95 21,208.06 2,499.19 24,224.38 3.88 x 0.129 8.11 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 20,552.33 24,494.52 5,138.08 7,186.94 7.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 804.77 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1 0.00 4,826.79 804.77 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW NI I L L E N N I U NI Locatio�/n�:' w 111111 f71Nf SV riTFM4 TUKWILAI WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N7.9K1.2 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-4 1/4 BPL Length ' 1-4 1/4 Clear Bearing 0-9 3/4 Clear Bearing , 0-9 3/4 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00' 'Total Load 0.00 Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 1 0.00 , Section Modulus 0.8826 Section Modulus 0.8826 0.00001 Reqd SM 0.0000 Reqd SM Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:37 AM Mark: G17 0Job STRESS ANALYSIS - PAGE 1 Number. Job Name: Date Run: 5814-0005 [Job OFFICES - SHOPORDERS 18/1/201411:01:41 AM 1 NEW NI L L E N N 1 U M Location: Joist Description: Mark: 1 RIIII nNr. S`ISTFMS Geometry Base Length: 20-3 Variable Working Length: 19-11 g I Left End TUKWILA, Depth: 1Joist 28.00 Right End WA Effective Depth: 1 26.56 BC 3 Girder Load @ Diag Panel Length: 5-51/4g 28G4N5.4K1 Shape: Parallel Chords G18 BC Panel ' 2-6 5/8 2-4 IIIIIIIIIIIIIIIIII111111111111111.11111111111y IIIIIIIIIIIIIIIIIIIIII;IIIIIIIII,IIIIIIIII ITC Panel 12-6 5/8 2-1 5/8 1 1 First Half 2-6 5/8 1-11 1/4 11 1 First Diag. I5-1 1/4 4-3 1/4 1 j 11 Depth 128.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc./Begin Sp/End Conc Load (lbs) TL 2,700.00 0.00 TC + 0-2 0-2 (Conc Load (lbs) TL 5,400.00 0.00 TC + 5-1 1/4 4-11 1/4 Conc Load (lbs) TL 5,400.00 0.00 TC j + 10-6 1/2 5-5 1/4 Conc Load (lbs) TL 5,400.00 0.00 TC I + 15-11 3/4 5-5 1/4 Conc Load (lbs) TL 2,700.00 0.00 TC + 20-1 4-1 1/4 Uniform (plf) DL 25.00 25.00 TC + 0-0 20-3 Axial (lbs) SM 8,000.00 0.00 TC + 0-0 0-0 Conc Load (lbs) WL 500.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,000.00 0.00 TC- 5-1 1/4 5-1 1/4 Conc Load (lbs) WL 1,000.00 0.00 TC - 10-6 1/2 10-6 1/2 Conc Load (lbs) WL 1,000.00 0.00 TC - 15-11 3/4 15-11 3/4 1 Conc Load Stress Analysis Int. Panel TC: 1 32.63 ; Member (lbs) TC Summary Max Panel 65.25 Tension BC: WL TC Reaction 10,710.05 Compresion LE: 500.00 111,387.87 BC Tension Reaction 0.00 RE: BC Compresion TC I Minimum 12,846.97 - Shear. Web Tension Max 125,710.68 Web 20-1 TC Comp.: Comp. Web 20-1 Max BC 23,671.56 Length Tension 11 PP Dist. 1 W2 7,858.30 15,345.56 0.00 0.00 11,732.30 2,933.07 39.05 0-2 11 W3 7,858.30 15,345.56 17,730.05 2,955.39 2,049.39 12,085.43 40.54 2-6 5/8 W4 7,681.94 25,710.68 17,730.05 2,955.39 4,509.24 1,127.31 42.07 5-1 1/4 W5 7,681.94 25,710.68 23,671.56 3,944.67 757.64 4,509.24 42.07 7-9 7/8 W5 7,697.29 24,977.42 23,671.56 3,944.67 849.15 4,883.59 42.07 10-61/2 W4 7,697.29 24,977.42 16,013.76 2,677.75 4,991.24 1,247.81 42.07 13-31/8 W3 7,870.99 15,236.43 16,013.76 2,677.75 1,938.90 11,445.13 35.30 15-113/4 V1S 7,870.99 15,236.43 0.00 0.00 0.00 514.21 26.67 18-1 3/8 W2 Standard Verticals Member 7,868.24 Position 15,241.02 Max Tension 0.00 Max Comp. 1 0.00 Length 12,122.87 3,030.72 37.17 17-11 J V1 End Panel 0.00 514.211 26.67 V2 Interior 0.00 514.211 26.56 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/1/201411:01:41 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark: FlI111 nwn Chord Properties Chord S�TFM4 Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N5.4K1 Q Material G18 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K 11.00 r Top Chord 0.7132 Analysis Fy. 50,000.00 Check 0.6446 End FbMom 30,000.00 Panel 0.3831 LE 1616.19 First 1.3432 of Inertia Panel LE 0.6159 LL 360 12,913.81 Interior Panel 0.2963 First LL 240 4,370.72 Panel 1.0000 RE , 123-4 End Panel A366 = 2.0780 x Max Bridg TC 3/4 RE Gap Between 0.188 Max Bridg BC 26-1 1/2 Chords: Length 28.63 30.63 32.63 25.63 23.63 ;1.1250 Bending Load 30.00 30.00 30.00, 30.00 i Min Weld Len 2X: 30.00 ' 0.7500 Axial Load 15,345.56 15,345.56 25,710.68 15,236.43 15,241.02 I Max Load Fillers TC: fa 6,846.42 6,846.42 11,470.81 6,797.73 6,799.78' 57,143.55 Maximum K Ur 52.66 56.34 60.02 47,14 43.46 Max Load no Fillers TC.: Fcr 38,441.37 37,409.51 36,338.53 39,905.10 40,817.92 49,756.52 j Fa 23,064.82 22,445.71 21,803.12'! 23,943.06 TC OAURyy: 24,490.75;1441430 F'e 282,372.72 246,695.69 217,376.56 352,359.50 414,543.50' Cm 0.9879 0.9861 0.9646 0.9904 BC Stress: 0.9918 0.55 Panel Point Moment 223.34 223.34 221.75 179.47 143.75 BC URz: Mid Panel Moment 153.16 81.09 110.87 43.59 107.12 ,170.3211 11Panel Point fb 253.04 253.04 251.24 203.33 162.86 1 TC Shear Stress: Mid Panel fb 69.54 36.81 50.34' 19.79 48.64 9,007.14 Fillers 0 0 0 0 0 BC ShearStress: 14,905.18 . Panel Point Stress 7,099.46 7,099.46 11,722.05, 7,001.06 6,962.64 TC Bearing Capacity: Mid Panel Stress ' Web Design Member Web Tension 0.2991 Allow Tension 0.3062 Web Comp ' 0.52781 Allow Comp 0.2846 Weld Qty 0.2792 2.73K < 4.85K Material W2 11,732.30 14,453.10 2,933.07 5,510.48 5.27 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 2,049.39 21,597.84 12,085.43 12,384.77 6.31 x 0.129 2 A22B = 1.5000 x 0.129 W4 4,509.24 7,865.88 1,127.31 1,997.43 2.98 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 757.64 15,737.82 4,509.24 7,676.92 2.98 x 0.102 2 A166 = 1.3750 x 0.102 W5 849.15 15,737.82 4,883.59; 7,676.92 3.22 x 0.102 2 A166 = 1.3750 x 0.102 W4 W3 4,991.24 1,938.90 7,865.88 19,858.62 1,247.81 j 1,997.43 11,445.131 12,547.86 3.30 x 0.102 6.22 x 0.124 1 2 C16BB = 1.125 x 1.025 x .102 A20B = 1.4370 x 0.124 W2 12,122.87 14,453.10 3,030.72', 5,831.28 5.44 x 0.150 1 C28BB = 1.125 x 1.344 x .150 V1 0.00 4,826.79 514.21 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 514.21' 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM (Location: j TUKWILA, WA RI tot n iNr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N5.4K1 TCX Right TCX Length 0-0 1/2 , TCX Length 10-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 I TCX Depth 7 1/2 BPL Length 1-1 5/8 I BPL Length 1-1 Clear Bearing 0-8 5/8 j Clear Bearing '0-8 BPL Material: 302025 = Total Load 3 x 2 x .250 I 0.00 BPL Material: 302025 = 3 x 2 x .250 Total Load0.00 Reqd TL Def L/80 0.01 Reqd TL Def L/80 j 0.01' Live Load 0.00, Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.88261 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 eat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/201411:01:41 AM Mark: G18 ,Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201411:01:44 AM NEW MILLENNIUM Location: Joist Description: Mark: R1111 r)INf: SVSTFMg Geometry Base Length: I Working Length: 26-8 26-4 Variable Left End TUKWILA, Right WA Joist Depth: 28.00 End Effective Depth: 26.52 BC 3 c Girder Load @ Diag Panel Length: 6-10 28G4N8.2K1.5 Shape: Parallel Chords G19 BC Panel 3-3 3-3 1IIIIIIIIIIIIIIIIIIIf11111111111'11111IIIIIIj11111111111111111111114111111111[1111111111. TC Panel 3-3 3-3 First Half 3-3 3-3 First Diag. 6-6 6-6 - Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,100.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,200.00 0.00 TC + 6-6 6-4 i Conc Load (lbs) TL 8,200.00 0.00 TC + 13-4 6-10 Conc Load (lbs) TL 8,200.00 0.00 TC + 20-2 6-10 Conc Load (lbs) TL 4,100.00 0.00 TC + 26-6 6-4 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-8 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-6 6-6 Conc Load (lbs) WL 1,500.00 0.00 TC 13-4 13-4 Conc Load (lbs) WL 1,500.00 0.00 TC - 20-2 20-2 Conc Load ' Stress Analysis Int. Panel TC: 41.00 Member (lbs) TC Summary Max Panel 82.00 Tension BC* WL TC Reaction 16,729.16 Compresion LE* 750.00 BC Tension 0.00 Reaction RE' 16,729.17 BC Compresion TC 1 Minimum 4,182.29 - Shear Web Tension Max 42,498.63 Web 26-6 TC Comp • Comp. Web 26-6 Max BC Tension 48,902.77 Length PP Dist. W2 2,895.63 17,564.71 0.001 0.00 21,611.17 5,402.79 45.52 0-2 W3 2,895.63 17,564.71 35,962.46 6,017.62 3,775.51 22,248.90 47.16 3-3 W4 7,058.19 42,498.63 35,962.46 6,017.62 7,784.51 1,946.13 48.83 6-6 W5 7,058.19 42,498.63 48,902.77 8,177.99 1,333.67 7,700.13 48.83 9-11 W5 7,058.19 42,498.63 48,902.771 8,177.99 1,333.67 7,700.13 48.83 13-4 W4 7,058.19 42,498.63 35,962.45 6,017.62 7,784.51 1,946.13 48.83 16-9 W3 2,895.63 17,564.71 35,962.45 6,017.62 3,775.51 22,248.90 47.16 20-2 W2 Standard Verticals Member 2,895.63 Position 17,564.71 Max Tension 0.00 Max Comp. 0.00 Length 21,611.18 5,402.79 45.52 23-5 V1 End Panel 0.00 849.97 26.52 V2 Interior 0.00 849.97 26.52 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:44 AM NEW NI 1 L L E N N 1 U M Location: Joist Description: Mark: ai_uLrnr.ir. Chord Properties Chord SVTEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N8.2K1.5 Q Material G19 1 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending 1K: ,1.00 _ Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE First 1.3990 Mom of Inertia: 661.99 Panel LE Interior 0.6554 LL 360: 1,354.37 Panel 0.3832 T First LL 240.• 2,031.55 Panel 1.0000 RE End Panel A38B = 2.2190 x Max Bridg TC: 23-4 3/4 RE Gap Between 0.199 Max Bridg BC: 20-1 3/8 Chords: Length 37.00 39.00 41.00 39.00 37.00' 11.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 n Wel 10/75004 Len 2x.. Axial Load 17,564.71 17,564.71 42,498.63 17,564.71 17,564.71 I Max Load Fillers TC: fa 7,836.49 7,836.49 18,960.75 7,836.49 7,836.49 153,674.29 Maximum K Ur 68.06 71.74 75.42 71.74 68.06 Max Load no Fillers TC: Fcr 33,883.76 32,721.56 31,541.24 32,721.56 33,883.76 43,136.39 Fa 20,330.25 19,632.94 18,924.75 19,632.94 20,330.25 191..3757 3757 TC : F'e 169,009.19 152,119.38 137,640.42 152,119.38 169,009.19 Cm 0.9768 0.9742 0.9077 0.9742 0.9768 BC Stress: 1.01 Panel Point Moment 370.45 370.44 350.21 370.44 370.45 BC URz: Mid Panel Moment 256.80 130.80 175.10 130.80 256.80 199.7077 Panel Point fb 419.71 419.71 396.78 419.71 419.71 TC Shear Stress: Mid Panel fb 116.59 59.38 79.50 59.38 116.59 13,384.79 Fillers 0 0 0 0 0 BC Shear Stress: 19,306.81 Panel Point Stress 8,256.20 8,256.20 19,357.53 8,256.20 8,256.20 TC Bearing Capacity: Mid Panel Stress Web Design i Member Web Tension 0.3894 Allow Tension 0.4012 Web Comp 1.0049 Allow Comp 0.4012 Weld Qty 0.3894 4.14K < 4.45K J Material l W2 21,611.17 24,494.52 5,402.79 7,050.47 7.76 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,775.51 37,626.54 22,248.90 23,988.48 8.51 x 0.176 2 A34A = 1.9380 x 0.176 W4 7,784.51 10,795.89 1,946.13 2,445.89 4.06 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,333.67 19,858.62 7,700.13 8,281.24 4.18 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,333.67 19,858.62 7,700.13 8,281.24 4.18 x 0.124 2 A20B = 1.4370 x 0.124 W4 W3 7,784.51 3,775.51 10,795.89 37,626.54 1,946.13 22,248.90 2,445.89 23,988.48 4.06 x 0.129 8.51 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 21,611.18 24,494.52 5,402.79 7,050.47 7.76 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 849.97 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 849.97 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW N{ I L L E N N I U NI I Location: TUKWILA, WA R1.111_r1i r. VSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R i TCX Type R TCX Depth 7 1/2 , ITCX Depth 7 1/2 Length 1-4 3/8 !BPL Length 1-4 3/8 'BPL Clear Bearing 0-9 7/8 , 'Clear Bearing 0-9 7/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 `Total Load 0.00i I Total Load 0.00 1 Regd TL Def U80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 :Mom of Inertia 1.8116 Reqd MI 0.00001! Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM 'Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:44 AM Mark: G19 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:47 AM NEW M 1 L L E N N 1 U M I Location: Joist Description: Mark: R1111 r u.JG 9 YSTFM4 Geometry Base Length: 26-21/2 Variable Working Length: 25-101/2 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.38 BC 3 © Girder Load © Diag Panel Length: the 6-8 5/8 28G4N12.3K1.8 Shape: Parallel Chords G2 BC Panel 3-2 1/4 3-2 1/4 J I I I I I 1.111111 1111111111111111111 ISI I I I I I I I I I I!I I I I I I I I I 11.1111111111 I,I I I I I I 1 111, 1111 11111 TC Panel 3-2 1/4 3-2 1/4 First Half I3-2 3/8 3-2 3/8 i First Diag. 16-4 5/8 6-4 5/8 Depth i 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 6,150.00 0.00 TC + 0-2 0-2 I Conc Load (lbs) TL 12,300.00 0.00 TC + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 12,300.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 12,300.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 6,150.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 Conc Load (lbs) WL 900.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,800.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,800.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,800.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) Stress Analysis 1Int Panel TC: 40.38 Member TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 24,923.44 Compresion LE: 900.00 BC Tension Reaction 24,923.44 0.00 RE: BC Compresion TC l Minimum 16,230.86 - Shear: Web Tension Max 62,500.03 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 71,948.63 Length PP Dist. W2 3,475.07 25,748.61 0.00 0.00 31,843.62 7,960.91 44.83 0-2 W3 3,475.07 25,748.61 52,893.52 7,221.70 4,546.33 32,938.81 46.57 3-2 1/4 W4 8,483.69 62,500.03 52,893.52 7,221.70 11,474.84 2,868.71 48.23 6-4 5/8 W5 8,483.69 62,500.03 71,948.63 9,818.67 1,596.09 11,367.77 48.12 9-9 1 W5 8,483.69 62,500.03 71,948.63 9,818.67 1,596.09 11,367.77 48.12 13-11/4 W4 8,483.69 62,500.03 52,893.52 7,221.70 11,474.85 2,868.71 48.23 16-51/2 W3 3,475.07 25,748.60 52,893.52 7,221.70 4,546.33 32,938.80 46.57 19-9 7/8 W2 Standard Verticals Member 3,475.07 Position 25,748.60 Max Tension 0.00 Max Comp. 0.00 Length 31,843.62 7,960.90 44.83 23-0 1/4 V1 End Panel 0.00 1,250.00 26.38 V2 Interior 0.00 - 1,250.001 26.38 G* Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:47 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III minim Chord Properties Chord S VSTPMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N12.3K1.8 Q Material G2 TC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028 = 3 X 3 X .281 BC Axial and Bending K: 1.00 Top Chord 1.1875 Analysis Fy: 50,000.00 Check 0.8021 End Fb: 30,000.00 Panel 0.4813 LE First 1.5548 Mom of Inertia:: 952.36 Panel LE 0.7695 LL 360. 2,053.81 Interior Panel 0.7639 First LL 240: 3,080.71 Panel 1.0000 RE End Panel A46A = 2.5938 x Max Bridg TC: 23-11 5/8 RE cap Between .250 Max Bridg BC: 24-8 3/4 Chords: Length 36.25 38.38 40.38 38.38 36.25 1.1250 Bending Load 30.00 30.00 30.00 30.00 Mn 500eOId Len 2X: 30.00 , I Axial Load 25,748.61 25,748.61 62,500.03 25,748.60 25,748.601f Max Load Fillers TC: 1, fa 8,011.39 8,011.39 19,446.18 8,011.39 8,011.39 83,149.67 Maximum K Ur 61.37 64.97 68.35 64.97 61.37 Max Load no Fillers TC: Fcr 37,964.91 36,724.06 35,531.81 36,724.06 37,964.91 69,763.34 Fa 22,778.94 22,034.44 21,319.09 22,034.44 TC 22,778.941 183.51 Ryy: 183.5115 Fee 186, 768.53 166, 656.77 150, 554.81 166,656.77 186, 768.53 Cm 0.9786 0.9760 0.9135' 0.9760 BC stress: 0.9786 1.01 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 , Bc URz: ' Mid Panel Moment 246.17 127.17 169.81 127.17 246.171.167.2554 Panel Point fb 277.68 277.68 264.49 277.68 277.68 TC shear stress: Mid Panel fb 76.24 39.39 52.59 39.39 76.24 ,11,844.75 Fillers 0 0 01 0 0 iBCshearstress: 19,238.79 Panel Point Stress 8,289.07 8,289.07 19,710.68 8,289.07 8,289.07 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3541 Allow Tension 0.3648 Web Comp 0.9140 Allow Comp 0.3648 Weld Qty 0.3541 6.19K < 8.72K Material W2 31,843.62 48,989.04 7,960.91 35,930.76 11.44 x 0.188 2 A38B = 2.2190 x 0.199 W3 4,546.33 48,989.04 32,938.81, 35,062.56 11.83 x 0.188 2 A38B = 2.2190 x 0.199 W4 11,474.84 14,453.10 2,868.7111 4,088.62 5.15 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W5 1,596.09 23,524.92 11,367.77 11,808.10 5.76 x 0.133 2 A24B = 1.5940 x 0.133 W5 1,596.09 23, 524.92 11,367.771 11, 808.10 5.76 x 0.133 2 A246 = 1.5940 x 0.133 W4 W3 11,474.85 4,546.33 14,453.10 48,989.04 2,868.71 32,938.80 4,088.62 35,062.56 5.15 x 0.150 11.83 x 0.188 1 2 C28BB = 1.125 x 1.344 x .150 A38B = 2.2190 x 0.199 W2 31,843.62 48,989.04 7,960.901 35,930.76 11.44 x 0.188 2 A38B = 2.2190 x 0.199 V1 0.00 4,826.79 1,250.001 1,690.40 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 V2 I 0.00 4,826.79 1,250.00 ' 1,690.40 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 f11Nr SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 28G4N12.3K1.8 I GA Lett , TCX Right TCX Length 0-0 1/2 i'TCX Length :0-0 1/2 TCX Type R ' I TCX Type R TCX Depth 7 1/2 TCX Depth ; 7 1/2 BPL Length 0-6 1/2 1 BPL Length '0-6 1/2 Clear Bearing 0-9 i' 'Clear Bearing :0-9 - , LA" DDI RAofcrial• AA7AGA - A .. 7 .. CAA ' Total Load Reqd TL Def L/80 Live Load Reqd LL Def L/120 BPL Material. 407050 - 4 x 7 0.00 Total Load 0.01 r Reqd TL Def L/80 0.001i Live Load 0.00 Reqd LL Def L/120 0.00 0.01 0.00 0.00 Section Modulus 1.2840 I Section Modulus 1.2840 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.7560 Mom of Inertia 2.7560 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:47 AM Mark: G2 0,7 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:51 AM NEW MILLENNIUM Location: Joist Description: Mark: Flt totnwr. gvq.7131.Aa Geometry Base Length: Working Length* 24-8 24-4 Variable Left End TUKWILA, Right Joist Depth 28.00 End WA Effective Depth. 26.52 BC 3 © Girder Load ©Diag Panel Length 6-5 28G4N8.2K1.5 Shape Parallel Chords G20 BC Panel 3-0 1/2 2-10 1/2 IIIIIIIIIIIIIIIIIIIII,IIIIIIilllllllllll111111lllllllllllllllllllll;IIIIIIIIII,IIIIIIIII1 TC Panel 3-0 1/2 2-10 1/2 , First Half 3-0 1/2 2-10 1/2 First Diag. 6-1 5-9 - - Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,100.00 0.00 TC + 0-2 0-2 , Conc Load (lbs) TL 8,200.00 0.00 TC + 6-1 5-11 Conc Load (lbs) TL 8,200.00 0.00 TC + 12-6 6-5 Conc Load (lbs) TL 8,200.00 0.00 TC + 18-11 6-5 Conc Load (lbs) TL 4,100.00 0.00 TC + 24-6 5-7 Uniform (plf) DL 25.00 25.00 TC + 0-0 24-8 . Axial (lbs) SM 8,000.00 0.00 TC + 0-0 0-0 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-1 6-1 Conc Load (lbs) WL 1,500.00 0.00 TC - 12-6 12-6 Conc Load (lbs) WL 1,500.00 0.00 TC - 18-11 18-11 Conc Load (lbs) Stress Analysis 'lint Panel TC: 38.50 Member TC Summary Max Panel 77.00 Tension BC' WL FReaction 16,535.67 TC Compresion LE 750.00 BC Tension 0.00 1 Reaction RE: 16,872.66 !BC Compresion TC 'Minimum 14,218.17 - Shear Web Tension Max 41,240.63 Web 24-6 TC Comp • Comp. Web 24-6 Max BC Tension 44,727.34 Length PP Dist. W2 7,790.65 21,762.50 0.00 0.00 20,344.96 5,086.24 43.52 0-2 W3 7,790.65 21,762.50 33,092.46; 5,571.00 3,576.89 20,968.16 45.12 3-01/2 W4 7,529.08 41,240.63 33,092.461 5,571.00 7,435.46 1,858.87 46.75 6-1 W5 7,529.08 41,240.6344,727.341 7,526.49 1,255.20 7,435.46 46.75 9-31/2 W5 7,536.34 40,812.73 44,727.341 7,526.49 1,329.55 7,602.22 46.75 12-6 W4 7,536.34 40,812.73 32,089.921 5,406.55 7,743.60 1,935.90 46.75 15-81/2 W3 7,801.26 21,318.22 32,089.92 5,406.55 3,544.87 20,786.78 43.52 18-11 W2 Standard Verticals Member 7,801.26 Position 21,318.22 Max Tension 0.00 0.00 Max Comp. Length 20,148.22 5,037.05 41.95 21-91/2 V1 End Panel 0.00 824.81 26.52 V2 Interior 0.00 824.81 26.52, 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:51 AM , , NEW IV{ I L L E N N I U M Location: Joist Description: Mark: RI-111-MING I Chord Properties Chord SYSTEM Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N8.2K1.5 Q Material G20 1 i TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending j K: 1,1.00 Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE First 1.3990 Mom of Inertia: 661.99 Panel LE 0.6554 LL 360: 11,716.52 Interior Panel 0.3832 First LL 240: 2,574.78 Panel 1.0000 RE End Panel A38B = 2.2190 x Max Bridg TC: 23-4 3/4 RE f cap Between 0.199 Max Bridg BC: 20-11 5/8 chords: Length 34.50 36.50 38.50 34.50 32.50 1.1250 il Bending Load 30.00 30.00 30.00 30.00 30.00 I' 017500d Len 2x Axial Load 21,762.50 21,762.50 41,240.63 21,318.22 21,318.22 Max Load Fillers TC: fa 9,709.33 9,709.33 18,399.50 9,511.12 9,511.12 54,769.46 1 I Maximum K Ur 63.47 67.14 70.82 63.47 59.79 Max Load no Fillers TC: Fcr 35,303.41 34,170.89 33,014.00 35,303.41 36,406.52 45,168.12 Fa 21,182.04 20,502.54 19,808.40 21,182.04 21,843.91 176..8408 8408 TC y: F'e 194,390.73 173,671.28 156,096.19 194,390.73 219,051.91 - Cm 0.9750 0.9720 0.9210 0.9755 0.9783 BC Stress: 0.92 Panel Point Moment 322.65 322.65 308.80 282.41 282.41 BC L/Rz: Mid Panel Moment 223.07 114.73 154.40 96.30 199.27 187.5304 Panel Point fb 365.56 365.56 349.87 319.96 319.96 TC Shear Stress: Mid Panel fb 101.28 52.09 70.10 43.7290.47 13,409.10 Fillers 0 0 0 0 0 BC Shear Stress: 19,356.61 Panel Point Stress 10,074.89 10,074.89 18,749.36 9,831.08 9,831.08 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.4618 Allow Tension 0.4754 Web Comp I 0.9314 Allow Comp 0.4505 Weld Qty 0.4385 4.14K < 4.55K Material 11 W2 20,344.96 24,494.52 5,086.24 7,515.11 7.31 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,576.89 33,633.00 20,968.16 21,821.96 8.94 x 0.158 2 A32B = 1.9060 x 0.158 i W4 7,435.46 10,795.89 1,858.87 2,668.30 3.88 x 0.129 1 C22BB = 1.125 x 1.110 x .129 , I , W5 1,255.20 18,064.86 7,435.46 7,528.02 4.24 x 0.118 2 A18B = 1.3750 x 0.118 W5 1,329.55 19,858.62 7,602.22 8,904.42 4.13 x 0.124 2 A20B = 1.4370 x 0.124 i W4 W3 7,743.60 3,544.87 10,795.89 33,633.00 1,935.90 20,786.78 2,668.30 22,464.17 4.04 x 0.129 8.86 x 0.158 1 2 I C22BB = 1.125 x 1.110 x .129 A32B = 1.9060 x 0.158 W2 20,148.22 24,494.52 5,037.05 7,906.53 7.24 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 824.81 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 824.81 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 , I G7 Job Number: 5814-0005 NEW Nil LLENNIUNI ILocation: TUKWILA, WA R1111 f11Nr: 4v TFM4 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 TCX Right TCX Length 0-0 1/2 ITCX Length 0-0 1/2 R TCX Type R !TCX Type TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-3 3/4 BPL Length 1-3 1/8 Clear Bearing 0-9 1/2 Clear Bearing 0-8 7/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00, Total Load 0.00' Reqd TL Def U80 0.011 Reqd TL Def U80 0.01 Live Load 0.00. Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 1Section Modulus 0.8826 Reqd SM 0.0000 ;Reqd SM 0.0000 Mom of Inertia 1.8116 'Mom of Inertia 1.8116 Reqd MI 0.0000 ,Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL :Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP . Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX 1 Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:01:51 AM Mark: G20 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:56 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: RI III ni1Vr. 4V Geometry II Base Length: ! 133-8 1 Variable S-I-FM 1 Working Length: 33-4 Left End TUKWILA, Right Joist Depth: 32.00 End WA Effective Depth: 30.28 BC 4 @ Girder Load @ Diag Panel Length: 6-10 3/8 32G5N8.2K1.5 Shape: Parallel Chords G21 1 BC Panel 3-3 1/4 3-3 1/4 I1111111111I1111(II1111I1I1111111I111L111IiI111111111111111111, 11111I11111111110111I11II, TC Panel 3-3 1/4 3-3 1/4 .. 1 1 I First Half 3-3 1/8 3-3 1/4 ' First Diag. 6-6 3/8 6-6 1/2 1 , Depth 1 Loads � Load Type 32.00 Category 32.00 Load1 Load2 Position Direction Loc./Begin Sp/End Conc Load (lbs) TL 4,100.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,200.00 0.00 TC + 6-6 3/8 6-4 3/8 Conc Load (lbs) TL 8,200.00 0.00 TC + 13-4 3/4 6-10 3/8 Conc Load (lbs) TL 8,200.00 0.00 TC + 20-3 1/8 6-10 3/8 Conc Load (lbs) TL 8,200.00 0.00 TC + 27-1 1/2 6-10 3/8 Conc Load (Ibs) TL 4,100.00 0.00 TC + 33-6 6-41/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 33-8 .Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-6 3/8 6-6 3/8 Conc Load (lbs) WL 1,500.00 0.00 TC j - 13-4 3/4 13-4 3/4 Conc Load (lbs) WL 1,500.00 0.00 TC - 20-3 1/8 20-3 1/8 Conc Load (lbs) WL 1,500.00 0.00 TC - 27-1 1/2 27-1 1/2 Conc Load Stress Analysis Int. Panel TC: '41.25 f Member (lbs) TC Summary Max Panel 82.50 Tension BC: WL TC Reaction 20,921.79 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 20,911.54 IBC Compresion TC Minimum 15,230.45 j - Shear: Web Tension Max [65,075.16 Web 33-6 TC Comp.: Comp. Web 33-6 Max BC 65,023.95 Length Tension PP Dist. W2 3,412.39 20,643.66 0.00; 0.00 26,605.06 6,651.27 48.01 0-2 W3 3,412.39 20,643.66 42,223.641 7,058.21 4,610.36 27,289.20 49.48 3-3 1/4 W4 8,921.52 53,657.71 42,223.641 7,058.21 14,199.71 3,549.93 51.07 6-63/8 W5 8,921.52 53,657.71 65,009.66 10,860.62 2,405.56 14,082.71 51.17 9-11 1/2 W6 10,826.78 65,075.16 65,009.66 10,860.62 8,838.32 2,209.58 51.17 13-4 3/4 W6 10,826.78 65,075.16 65,023.95 10,862.96 8,820.93 5,187.15 51.07 16-10 W5 8,931.96 53,720.85 65,023.95 10,862.96 2,398.06 14,037.05 51.07 20-31/8 W4 8,931.96 53,720.85 42,266.53 7,065.22 14,209.72 3,552.43 51.17 23-81/4 W3 r W2 Standard Verticals Member 3,410.08 3,410.08 Position 20,631.05 20,631.05 Max Tension 42,266.53 0.001 Max Comp. 7,065.22 0.00 Length 4,616.64 26,588.82 27,326.76 6,647.20 49.57 48.01 27-1 1/2 30-4 3/4 I V1 End Panel 0.00 1,301.50 30.28 V2 1 l Interior 0.00 1,301.501 30.28 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:56 AM N EVV M 1 L L EN N 1 UM 'Location: Joist Description: Mark: Ruu nwr. Chord Properties Chord SVSTRM i Area ITUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G5N8.2K1.5 Q Material G21 TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 BC Axial and Bending 1K 1.00 Top Chord 1.1207 Analysis I Fy: 150,000.00 Check 0.8991 End Fb: 30,000.00 Panel 0.5436 LE First 1.6512 Mom of Inertia: 1,157.32 Panel LE 0.8225 LL 360: 11,167.39 Interior Panel 0.9058 First LL 240: 1,751.09 Panel 0.9280 RE End Panel A44A = 2.8750 x Max Bridg TC: 24-8 718 RE GapBetween .209 Max Bridg BC: 24-31/8 Chords: Length 37.25 39.13 41.25 39.25 37.25 ,1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 ! 017500Mn d Len 2X: Axial Load 20,643.66 20,643.66 65,075.16 20,631.05 20,631.05 ' Max Load Fillers TC: fa 7,180.40 7,180.40 22,634.84 7,176.02 7,176.02 72,295.75 Maximum K Ur 63.84 67.05 47.17 67.27 63.84 Max Load no Finers TC: Fcr 36,147.01 35,091.86 41,178.03 35,020.81 36,147.01 ; 59,474.27 Fa 21,688.21 21,055.12 24,706.82 21,012.49 21,688.21 ' 7 229.06 229.0657 F'e 191,530.86 173,613.14 156,186.47 172,509.09 191,530.86 Cm 0.9813 0.9793 0.9029 0.9792 BC Stress: 0.9813 0,97 Panel Point Moment 374.61 374.61 354.49, 375.34 375.34 BC L/Rz: Mid Panel Moment 260.56 131.13 177.25; 132.36 260.32 151.7660 G Panel Point fb 308.74 308.74 292.16 309.34 309.341 TC Shear Stress: Mid Panel fb 87.24 43.91 59.35; 44.32 87.16 13,737.79 Fillers 0 0 2 0 0 BC Shear Stress: 17,670.60 Panel Point Stress 7,489.14 7,489.14 22,927.00 7,485.35 7,485.35 TC Bearing Capacity: ' Mid Panel Stress ' Web Design Member Web Tension 0.3339 Allow Tension 0.3424 r Web Comp 0.9183 Allow Comp 0.3429 Weld Qty 0.3337 4.14K < 5.57K Material W2 26,605.06 28,766.82 6,651.27! 7,482.85 9.56 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 W3 4,610.36 43,219.92 27,289.20 28,093.81 9.80 x 0.188 2 A36B = 2.0780 x 0.188 W4 14,199.71 14,453.10 3,549.93 3,744.21 6.38 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W5 2,405.56 28,912.26 14,082.71 ' 14,964.77 6.32 x 0.150 2 A28B = 1.7350 x 0.150 ' W6 8,838.32 10,795.89 2,209.58 2,227.10 4.61 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 W5 8,820.93 2,398.06 24,494.52 28,912.26 5,187.15 5,950.58 14,037.05 15,003.57 3.17 x 0.188 6.30 x 0.150 1 2 C38BA = 1.125 x 1.845 x .199 A28B = 1.7350 x 0.150 W4 14,209.72 14,453.10 3,552.43 3,732.76 6.38 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,616.64 43,219.92 27,326.761 28,045.43 9.81 x 0.188 2 A36B = 2.0780 x 0.188 W2 26,588.82 28,766.82 6,647.20 7,482.85 9.55 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 V1 0.00 5,787.30 1,301.501 1,691.63 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 0.00 5,787.30 1,301.50; 1,691.63 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 Job Number. 5814-0005 ;NEW MILLENNIUM Locatioo/n�:' w at tit n iNr: SVSTFMS TUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G5N8.2K1.5 TCX Right TCX Length 0.011 1 Reqd TL Def U80 0-0 1/2 TCX Length 0-0 1/2 TCX Type Live Load R TCX Type R TCX Depth Reqd LL Def U120 7 1/2 TCX Depth 7 1/2 BPL Length 1.2134 1-3 1/4 BPL Length 11-3 1/4 Clear Bearing Mom of Inertia 0-8 3/4 Clear Bearing 10-8 5/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00 Reqd TL Def U80 0.011 1 Reqd TL Def U80 0.01 Live Load 0.00 r Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.2134 Section Modulus 1.2134 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.6694 Mom of Inertia 2.6694 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butt Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM eat Type: Pegged or Butt Date Run: 8/11201411:01:56 AM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+I P) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: G21 ' Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201411:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: HIM f]INr, SV STFIN Geometry ;Base Length: Working Length: 33-4 33-0 Variable Left End TUKWILA, Right Joist Depth: 32.00 End WA I Effective Depth: , 30.28 BC 4 ( Girder Load © Diag Panel Length: 6-91/2 32G5N8.2K1.5 Shape: Parallel Chords G22 BC Panel 3-2 3/4 3-3 111111 II11I1I1111111I1111111111111,111111111.111I111I1,111111I11I1111111J11I1111[11111111 TC Panel 3-2 3/4 3-3 First Half , 3-2 3/4 3-3 First Diag. 6-5 1/2 6-6 Depth Loads Load Type 32.00 Category 32.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,100.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,200.00 0.00 TC + 6-5 1/2 6-3 1/2 Conc Load (lbs) TL 8,200.00 0.00 TC + 13-3 6-9 1/2 Conc Load (lbs) TL 8,200.00 0.00 TC + 20-0 1/2 6-9 1/2 Conc Load (lbs) TL 8,200.00 0.00 TC + 26-10 6-9 1/2 Conc Load (lbs) TL 4,100.00 0.00 TC , + 33-2 6-4 Uniform (plf) DL 25.00 25.00 TC + 0-0 33-4 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-5 1/2 6-5 1/2 Conc Load (lbs) WL 1,500.00 0.00 TC - 13-3 13-3 Conc Load (lbs) WL 1,500.00 0.00 TC - 20-0 1/2 20-0 1/2 Conc Load (lbs) WL 1,500.00 0.00 TC - 26-10 26-10 ' Conc Load (lbs) Stress Analysis Int. Panel TC: 40.75 Member TC Summary Max Panel 81.50 Tension BC: WL TC Reaction 20,933.21 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 20,891.79 BC Compresion TC Minimum 5,233.30 - Shear. Web Tension Max 64,438.37 Web 33-2 TC Comp.: Comp. Web 33-2 Max BC Tension 64,409.82 Length PP Dist. W2 3,372.70 20,381.05 0.001 0.00 26,409.40 6,602.35 47.62 0-2 W3 3,372.70 20,381.05 41,770.64, 6,989.32 4,590.07 27,146.79 49.18 3-23/4 W4 8,841.05 53,118.79 41,770.64 6,989.32 14,138.74 3,534.68 50.77 6-51/2 W5 8,841.05 53,118.79 64,352.69 10,761.33 2,392.49 13,996.40 50.77 9-101/4 W6 10,731.73 64,438.37 64,352.69 10,761.33 8,773.65 2,193.41 50.77 13-3 W6 10,731.73 64,438.37 64,409.82 10,770.68 8,773.65 5,160.45 50.77 16-7 3/4 W5 8,859.76 53,233.04 64,409.82 10,770.68 2,380.83 13,925.23 50.77 20-0 1/2 W4 8,859.76 53,233.04 41,942.02 7,017.38 14,067.55 3,516.89 50.77 23-51/4 W3 W2 Standard Verticals Member 3,386.57 3,386.57 Position 20,468.78 20,468.78 Max Tension 41,942.02 7,017.38 0.00 0.00 Max Comp. Length 4,596.89 26,450.75 27,186.86 6,612.69 49.38 47.81 26-10 30-1 1 V1 End Panel 0.00 1,288.771 30.28 V2 Interior 0.00 1,288.77] 30.28 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: RI IILnINr. Chord Properties Chord SYriTPM4 Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G5N8.2K1.5 Q Material G22 1 TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 I BC Axial and Bending 1K: 11.00 I Top Chord 1.1207 Analysis Fy: 50,000.00 Check 0.8991 End Fb: 30,000.00 Panel 0.5436 LE First 1.6512 Mom of Inertia: 1,157.32 Panel LE Interior 0.8225 LL 360: 1,203.12 Panel 0.9058 First LL 240: 1,804.69 Panel 0.9280 RE End Panel A44A = Max Bridg TC: 24-8 7/8 RE 2.8750 x Gap Between .209 Max Bridg BC: 24-4 3/8 lj Chords: j 'Length 36.75 38.75 40.75 39.00 37.00 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X:0.7500 Axial Load 20,381.05 20,381.05 64,438.37 20,468.78 20,468.78 Max Load Fillers TC: fa 7,089.06 7,089.06 22,413.35 7,119.58 7,119.58 72,539.98 Maximum K L/r 62.98 66.41 46.67 66.84 63.41 Max Load no Fillers TC: Fcr 36,424.75 35,304.51 41,314.64 35,162.83 36,286.09 59,984.27 Fa 21,854.85 21,182.71 24,788.79 21,097.70 21,771.65 Tco7URyy: 228.7751 F'e 196,778.03 176,989.66 160,042.77 174,727.83 194,127.86 - - Cm 0.9820 0.9800 0.9062 0.9796 0.9817 BC Stress: 0.96 Panel Point Moment 365.52 365.52 345.95 371.02 371.02 BCURz: Mid Panel Moment 253.32 129.14 172.98 131.64 256.60 149.9264 Panel Point fb 301.24 301.24 285.12 305.78 305.78 TC Shear Stress: Mid Panel fb 84.82 43.24 57.92 44.08 85.92 13,735.04 Fillers 0 0' 2 0 0 BC Shear Stress: 17,667.15 1 Panel Point Stress 7,390.30 7,390.30 22,698.46 7,425.36 7,425.36 TC Bearing Capacity: 1 j Mid Panel Stress Web Design Member Web Tension 0.3271 Allow Tension 0.3361 Web Comp 0.9063 Allow Comp 0.3389 Weld Qty 0.3298 [4.14K < 5.62K _ Material W2 26,409.40 28,766.82 6,602.35 7,572.49 9.49 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 W3 4,590.07 43,219.92 27,146.79 28,238.55 9.75 x 0.188 2 A36B = 2.0780 x 0.188 W4 14,138.74 14,453.10 3,534.681 3,778.80 6.35 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W5 2,392.49 28,912.26 13,996.40 15,119.87 6.28 x 0.150 2 A28B = 1.7350 x 0.150 W6 8,773.65 10,795.89 2,193.41 2,262.52 4.58 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 W5 8,773.65 2,380.83 24,494.52 28,912.26 5,160.45 6,004.16 13,925.23 15,119.87 3.15 x 0.188 6.25 x 0.150 1 2 C38BA = 1.125 x 1.845 x .199 A28B = 1.7350 x 0.150 W4 14,067.55 14,453.10 3,516.89 3,778.80 6.32 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,596.89 43,219.92 27,186.86 28,142.13 9.76 x 0.188 2 A36B = 2.0780 x 0.188 W2 26,450.75 28,766.82 6,612.69 7,527.55 9.50 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 V1 0.00 5,787.30 1,288.77 1,691.63 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 0.00 5,787.30 1,288.77 1,691.63 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 G7 Job Number: 5814-0005 NEW MILLENNIUM Location: RI III rlINIM SVSTFMS 1TUKWILAI WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G5N8.2K1.5 TCX Right TCX Length 0-0 1/2 TCX Length !0-0 1/2 i TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-3 1/8 , BPL Length 1-3 1/8 Clear Bearing 0-8 5/8 , ,Clear Bearing 0-8 5/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.001 ,,Total Load 0.00 0.01 Reqd TL Def L/80 0.01 Reqd TL Def U80 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 ' Reqd LL Def L/120 0.00 Section Modulus 1.2134' Section Modulus 1.2134 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.66941 Mom of Inertia 2.6694 Reqd MI 0.0000 ,Reqd MI 0.0000, Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:01 AM Mark: G22 0 STRESS ANALYSIS - PAGE 1 1 Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:05 AM • NEW MILLENNIUM Location: Joist Description: Mark: Fi,,11 owr. 9VSTFMS . Geometry Base Length: 32-8 Variable Working Length: 32-4 Left End � TUKWILA, Right Joist Depth: 32.00 End WA Effective Depth: 30.48 BC 4 @ Girder Load @Diag Panel Length: 6-8 32G5N6.6K1.5 IG23 Shape: Parallel Chords I BC Panel 3-2 3-2 Illlllllllllllll(lllllllllllllllllIIIILIIIIlllllllll;IIIIIIIIIIIIIIIII}Illllllfllllllll(l TC Panel 3-2 3-2 First Half 3-2 3-2 First Diag. 6-4 6-4 - Depth 32.00 I Loads Load Type Category 32.00 Load1 Load2Position • Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,300.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 6,600.00 0.00 TC + 6-4 6-2 1, Conc Load (lbs) TL 6,600.00 0.00 TC + 13-0 6-8 Conc Load (lbs) TL 6,600.00 0.00 TC + 19-8 6-8 11 Conc Load (lbs) TL 6,600.00 0.00 TC + 26-4 6-8 Conc Load (lbs) TL 3,300.00 0.00 TC + 32-6 6-2 l Uniform (plf) DL 25.00 25.00 TC + 0-0 32-8 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC ! - 6-4 6-4 Conc Load (lbs) WL 1,500.00 0.00 TC ! - 13-0 13-0 Conc Load (lbs) WL 1,500.00 0.00 TC - 19-8 19-8 Conc Load (lbs) WL 1,500.00 0.00 TC - 26-4 26-4 Conc Load Stress Analysis Int. Panel TC: 40.00 _ Member (lbs) TC Summary Max Panel 80.00 Tension BC: WL TC Reaction 16,904.17 Compresion LE: 750.00 BC Tension Reaction 16,904.17 0.00 RE: BC Compresion TC Minimum 14,226.04 Shear. Web - Tension Max 50,663.62 Web 32-6 TC Comp.: Comp. Web 32-6 Max BC Tension 50,608.93 Length 1 1 PP Dist. i W2 3,283.94 16,025.94 0.00 0.00 20,997.26 5,249.32 47.17 0-2 W3 3,283.94 16,025.94 32,846.09 6,807.99 4,517.37 21,561.22 48.71 3-2 I W4 8,612.71 41,782.20 32,846.09 6,807.99 11,234.21 2,808.55 50.29 6-4 W5 8,612.71 41,782.20 50,608.93 10,483.06 2,351.35 11,096.70 50.29 9-8 W6 10,450.25 50,663.62 50,608.93 10,483.06 6,973.25 4,083.92 50.2913-0 W6 10,450.25 50,663.62 50,608.93 10,483.06 6,973.25 4,083.92 50.2916-4 W5 8,612.71 41,782.20 50,608.93 10,483.06 2,351.35 11,096.70 50.2919-8 W4 8,612.71 41,782.20 32,846.09 6,807.99 11,234.21 2,808.55 50.29 23-0 W3 W2 Standard Verticals Member 3,283.94 3,283.94 Position 16,025.94 16,025.94 Max Tension 32,846.09 0.00 Max Comp. 6,807.99 0.00 Length 4,517.37 20,997.26 21,561.22 5,249.32 48.71 47.17 26-4 29-6 V1 End Panel 0.00 1,013.27 30.48 V2 Interior 0.00 1,013.27 30.48 �,, 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:05 AM NEW /M1 L L E N N I UM Location: Joist Description: Mark: Fi1111 [blit'. Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G5N6.6K1.5 Q �G23 Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 955.66 Panel LE 0.7019 LL 360: f 1,056.22 Interior Panel 0.5140 First LL 240: 1,584.33 Panel 1.0000 RE End Panel A40B = 2.3750 x Max Bridg TC: 23-4 3/4 RE ' Gap Between 0.218 Max Bridg BC: 20-1 1/2 Chords: Length 36.00 38.00 40.00 38.00 36.00 1.1250 , BendingLoad 30.00 30.00 30.00 ; 30.00 30.00 Min weld Len 2x: � 0.7500 l Axial Load 16,025.94 16,025.94 50,663.62 16,025.9416,025.94 Max Load Fillers TC: , fa 7,149.97 7,149.97 22,603.56 7,149.97 7,149.97 54,118.01 Maximum K Ur 66.23 69.90 48.45 69.90 66.23, Max Load no Fillers TC: 1Fcr 34,456.50 33,305.24 39,567.46 33,305.24 34,456.50 43,953.16 Fa 20,673.90 19,983.14 23,740.47 19,983.14 20,673.90 i 23 234.9803 I F'e 178,528.98 160,231.00 144,608.48 160,231.00 .9URyy: 178,528.98 Cm 0.9800 0.9777 0.8953 0.9777 BC Stress: 0.9800 0.89 Panel Point Moment 350.93 350.93 r 333.33 350.93 350.93 BC URz: Mid Panel Moment 243.02 124.24 166.67 124.24 243.02 181.6943 Panel Point fb 397.60 397.60 377.66 397.60 397.60 TC Shear Stress: Mid Panel fb 110.34 56.41 75.67 56.41 110.34 14,246.43 Fillers 0 0 2 0 0 BC Shear Stress: 17,390.52 Panel Point Stress 7,547.57 7,547.57 22,981.22 7,547.56 7,547.57 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3495 Allow Tension 0.3597 Web Comp 0.9550' Allow Comp 0.3597 Weld Qty 0.3495 3.34K < 3.82K Material W2 20,997.26 24,494.52 5,249.32 I 6,698.11 7.54 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 4,517.37 37,626.54 21,561.22 23,279.09 8.25 x 0.176 2 A34A = 1.9380 x 0.176 W4 11,234.21 14,453.10 2,808.55' 3,835.24 5.04 x 0.150 1 C28BB = 1.125 x 1.344 x .150 ' W5 2,351.35 26,094.36 11,096.70 12,991.81 5.26 x 0.142 2 A26B = 1.6560 x 0.142 W6 6,973.25 16,813.47 4,083.92 4,297.98 2.97 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W6 W5 6,973.25 2,351.35 16,813.47 26,094.36 4,083.92 4,297.98 11,096.70 12,991.81 2.97 x 0.158 5.26 x 0.142 1 2 C32BA = 1.125 x 1.520 x .158 A26B = 1.6560 x 0.142 W4 11,234.21 14,453.10 2,808.551 3,835.24 5.04 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,517.37 37,626.54 21,561.221 23,279.09 8.25 x 0.176 2 A34A = 1.9380 x 0.176 1 W2 20,997.26 24,494.52 5,249.321 6,698.11 7.54 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 1,013.271 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1 0.00 4,826.79 1,013.27, 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' 1 Job Number. 5814-0005 NEW N{ILLENNIUM(Location: TUKWILA, WA RI.111 rlINr. ri VSTFM�'. TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G5N6.6K1.5 TCX Right TCX Length 0-0 1/2 ' TCX Length 10-0 1/2 TCX Type R 1 TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-2 7/8 BPL Length ;1-2 7/8 Clear Bearing 0-8 3/4 Clear Bearing !0-8 3/4 :SUZUZ5=3x2x. Total Load til'L Material: iULUZS = i xL x . 0.001 Total Load Reqd TL Def L/80 0.011 Reqd TL Def U80 Live Load 0.00 Live Load Reqd LL Def L/120 0.00 Reqd LL Def U120 Section Modulus 0.8826 Section Modulus 0.00 0.01 0.00 0.00 0.8826 Reqd SM 0.0000 i Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX 1 Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 0.0000 Reqd MI 'Seat Type: Pegged or Butted 0.00001 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:05 AM Mark: G23 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:08 AM NEW MILLENNIUM Location: Joist Description: Mark: 1 Fil iii nwr. SVSTFM4 Geometry Base Length. Working Length. 32-4 32-0 Variable Left End I TUKWILA, Right Joist Depth. 32.00 End WA Effective Depth. 30.48 BC 4 @ Girder Load @ Diag Panel Length. 6-71/8 32G5N6.6K1.5 Shape: Parallel Chords G24 SBC Panel 3-1 1/2 3-1 3/4 1111111111111111111111111111111111;111111111111111111,11111111111111111) 1111111111111111 • TC Panel 3-1 1/2 3-1 3/4 First Half ; 3-1 5/8 3-1 3/4 First Diag. 6-3 1/8 6-3 1/2 - - Depth 32.00 Loads Load Type Category 32.00 Load1 Load2 Position ; Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,300.00 0.00 TC 1 + 0-2 0-2 Conc Load (lbs) TL 6,600.00 0.00 TC + 6-3 1/8 6-1 1/8 Conc Load (lbs) TL 6,600.00 0.00 TC + 12-10 1/4 6-7 1/8 Conc Load (lbs) TL 6,600.00 0.00 TC + 19-5 3/8 6-7 1/8 Conc Load (lbs) TL 6,600.00 0.00 TC + 26-0 1/2 6-7 1/8 ' .Conc Load (lbs) TL 3,300.00 0.00 TC + 32-2 6-1 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 32-4 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-3 1/8 6-3 1/8 Conc Load (lbs) WL 1,500.00 0.00 TC - 12-10 1/4 12-10 1/4 Conc Load (lbs) WL 1,500.00 0.00 TC - 19-5 3/8 19-5 3/8 Conc Load (lbs) WL 1,500.00 0.00 TC - 26-0 1/2 26-0 1/2 Conc Load (lbs) Stress Analysis Int. Panel TC: 39.63 Member TC Summary Max Panel 79.25 Tension BC' WL TC Reaction 16,912.89 Compresion LE 750.00 BC Tension 0.00 Reaction RE' 16,887.11 BC Compresion TC Minimum 4,228.22 - Shear Web Tension Max 50,149.85 Web 32-2 TC Comp.: Comp. Web 32-2 Max BC Tension 50,113.63 Length PP Dist. W2 3,244.29 15,814.12 0.00 0.00 20,842.08 5,210.52 46.79 0-2 W3 3,244.29 15,814.12 32,480.83 6,739.21 4,497.55 21,448.13 48.42 3-1 1/2 W4 8,532.34 41,347.39 32,480.83 6,739.21 11,185.63 2,796.41 49.99 6-3 1/8 W5 8,532.34 41,347.39 50,079.14 10,383.92 2,338.61 11,028.54 49.89 9-6 3/4 W6 10,355.31 50,149.85 50,079.14'' 10,383.92 6,921.80 1,730.45 49.89 12-101/4 W6 10,355.31 50,149.85 50,113.63 10,390.92 6,935.54 4,062.91 49.99 16-13/4 W5 8,540.59 41,388.60 50,113.63 10,390.92 2,334.28 11,007.08 49.99 19-5 3/8 ' W4 8,540.59 41,388.60 32,584.28; 6,760.20 11,120.20 2,780.05 49.89 22-9 W3 W2 Standard Verticals Member 3,260.45 3,260.45 Position 15,894.94 15,894.94 Max Tension 32,584.281 6,760.20 0.00; 0.00 Max Comp. Length 4,497.87 20,886.56 21,449.10 5,221.64 48.52 46.98 26-01/2 29-2 1/4 i V1 End Panel 0.00 1,003.00 30.48 V2 Interior 0.00 1,003.00 30.48 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: f INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:08 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: RI in niNr. i Chord Properties Chord S`/STFMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G5N6.6K1.5 Q Material G24 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC I Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE fMom 1955.66 First 1.4631 of Inertia: Panel LE 0.7019 LL 360: 1,089.57 Interior Panel 0.5140 First LL 240: 1,634.35 Panel 1.0000 RE End Panel A40B = Max Bridg TC: 23-4 3/4 RE 2.3750 x Gap Between 0.218 Max Bridg BC: 20-2 5/8 Chords: 1 35.50 37.63 39.63 37.75 35.75 1.1250 Length Bending Load 30.00 30.00 30.00 30.00 30.00 0Mn Wel: 17500d Len 2x Axial Load 15,814.12 15,814.12 50,149.85 15,894.94 15,894.94 Max Load Fillers TC: fa 7,055.47 7,055.47 22,374.34 7,091.52 7,091.52 54,309.23 Maximum K Ur 65.31 69.21 47.92 69.44 65.77 Max Load no Fillers TC: � Fcr 34,740.51 33,522.82 39,704.80 33,450.38 34,598.71' 44,258.13 Fa 20,844.30 20,113.69 23,822.88 20,070.22 20,759.23 232..5578 5578 Tc : 1 F'e 183,593.39 163,440.89 147,358.50 162,360.30 181,034.63 -- - ' Cm 0.9808 0.9784 0.8983 0.9782 0.9804 BC Stress: 0.88 Panel Point Moment 342.14 342.14 327.11 346.76 346.76 BCURz: Mid Panel Moment 236.02 122.30 163.56 123.54 239.43 179.9909 1 Panel Point fb 387.64 387.64 370.61 392.88 392.88 TC Shear Stress: ' 1 j Mid Panel fb 107.16 55.53 74.26 56.09 108.71 14,243.75 Fillers 0 0 2 0 0 BC Shear Stress: 17,388.21 1 Panel Point Stress 7,443.10 7,443.10 22,744.95 7,484.40 7,484.40 TC Bearing Capacity: i Mid Panel Stress Web Design 11 Member Web Tension 0.3421 Allow Tension 0.3526 Web Comp 0.9420 Allow Comp 0.3552 Weld Qty 0.3452 3.34K < 3.86K 1 1 Material ll W2 20,842.08 24,494.52 5,210.52 6,777.56 7.49 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 4,497.55 37,626.54 21,448.13 23,413.07 8.21 x 0.176 2 A34A = 1.9380 x 0.176 1 W4 11,185.63 14,453.10 2,796.41 3,870.54 5.02 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1' W5 2,338.61 23,524.92 11,028.54 11,218.94 5.58 x 0.133 2 A24B = 1.5940 x 0.133 II W6 6,921.80 10,795.89 1,730.45 2,343.11 3.61 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 W5 6,935.54 2,334.28 16,813.47 23,524.92 4,062.91 11,007.08 4,335.71 11,186.20 2.96 x 0.158 5.57 x 0.133 1 2 C32BA = 1.125 x 1.520 x .158 A24B = 1.5940 x 0.133 W4 11,120.20 14,453.10 2,780.05 3,882.37 4.99 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,497.87 37,626.54 21,449.10 23,368.47 8.21 x 0.176 2 A34A = 1.9380 x 0.176 W2 20,886.56 24,494.52 5,221.64 6,737.74 7.50 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 1,003.00 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 1,003.00 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA F71111 OINr. SVSTFMri TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 32G5N6.6K1.5 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth '7 1/2 BPL Length 1-2 3/4 ' BPL Length 1-2 3/4 Clear Bearing 0-8 5/8 ; Clear Bearing 0-8 5/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00! 'Total Load 0.00 Reqd TL Def U80 0.01 ' Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 11 0.00 Reqd LL Def L/120 0.00 Regd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 , Mom of Inertia 1.8116 Reqd MI 0.0000 !Regd MI j 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP j Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:08 AM Mark: G24 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:12 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: l nom; �SFM�. niuiVT i Geometry I Base Length: Working Length: 28-4 28-0 Variable Left End 'TUaLA, Right 1 w Joist Depth: 32.00 End WA Effective Depth: 30.48 BC 3 @ Girder Load @ Diag Panel Length: 7-3 32G4N8.7K1.5 Shape: Parallel Chords G25 1 BC Panel 3-5 1/2 3-5 1/2 1111111111 1111111111;1 111 I I I I.I 1 1 1 1 1 1 1 111 1111/ 1111111111,,1111111111111111111111 .1111111111 I TC Panel 3-5 1/2 3-5 1/2 I ! First Half 3-5 1/2 3-5 1/2 First Diag. 6-11 6-11 - Depth Loads Load Type 32.00 Category 32.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 1 Conc Load (lbs) TL 4,350.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,700.00 0.00 TC I + 6-11 6-9 ' Conc Load (lbs) TL 8,700.00 0.00 TC + 14-2 7-3 Conc Load (lbs) TL 8,700.00 0.00 TC + 21-5 7-3 1 Conc Load (lbs) TL 4,350.00 0.00 TC + 28-2 6-9 Uniform (plf) DL 25.00 25.00 TC + 0-0 28-4 Conc Load (lbs) WL 750.00 0.00 TC- 0-2 0-2 , Conc Load (lbs) WL 1,500.00 0.00 TC - 6-11 6-11 Conc Load (lbs) WL 1,500.00 0.00 TC - 14-2 14-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 21-5 21-5 Conc Load Stress Analysis Int. Panel TC: 143.50 Member (lbs) TC Summary Max Panel 87.00 Tension BC: WL Reaction [17,750.00 TC Compresion LE: 750.00 BC Tension 0.00. Reaction RE: 17,750.00 IBC Compresion TC I Minimum 14,437.50 - Shear. Web Tension Max 41,794.23 Web 28-2 TC Comp.: Comp. Web 28-2 1MaxBC 48,067.96 Length Tension 1 I PP Dist. W2 2,676.08 17,314.67 0.00, 0.00 21,869.08 5,467.27 49.89 0-2 W3 2,676.08 17,314.67 35,391.131 5,556.60 3,573.78 22,427.00 51.49 3-5 1/2 W4 6,510.71 41,794.22 35,391.13 5,556.60 7,818.14 1,954.53 53.11 6-11 W5 6,510.71 41,794.22 48,067.96 7,542.43 1,259.73 7,733.72 53.11 10-6 1/2 W5 6,510.71 41,794.23 48,067.96 7,542.43 1,259.73 7,733.72 53.11 14-2 W4 6,510.71 41,794.23 35,391.13 5,556.60 7,818.14 1,954.54 53.11 17-91/2 W3 2,676.08 17,314.67 35,391.13 5,556.60 3,573.78 22,427.00 51.49 21-5 W2 Standard Verticals Member 2,676.08 Position 17,314.67 Max Tension 0.00 Max Comp. 0.00 Length l 21,869.08 5,467.27 49.89 24-10 1/2 V1 End Panel 0.00 835.88 30.481 V2 Interior 0.00 835.88 30.481 1 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/1/201411:02:12 AM NEW MILLENNIUM Location: Joist Description: Mark: F11111 ❑i Ni. Chord Properties Chord SY 1-FM Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G4N8.7K1.5 Q Material G25 , TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 955.66 Panel LE 0.7019 LL 360. 1,626.41 Interior Panel 0.5140 First LL 240' 2,439.62 Panel 1.0000 RE End Panel A40B = 2.3750 x Max Bridg TC' 23-4 3/4 RE Gap Between 0.218 Max Bridg BC' 23-8 3/4 Chords: Length 39.50 41.50 43.50 41.50 39.50 1.1250 Bending Load 30.00 30.00 30.00 30.00 Min Weld Len 2X: 30.00 0.7500 Axial Load 17,314.67 17,314.67 41,794.23 17,314.67 17,314.67 Max Load Fillers TC: fa 7,724.93 7,724.93 18,646.48 7,724.93 7,724.93 152,533.65 Maximum K Ur 72.66 76.34 52.69 76.34 72.66 ' Max Load no Fillers TC: 32,427.99 31,243.91 38,432.95 31,243.91 32,427.9941'076.81 1Fcr 'Fa 19,456.79 18,746.34 23,059.77 , 18,746.34 C OAURyy: 19,456.79, 1203.4881 F'e 148,292.63 134,343.78 122,274.321 134,343.78 148,292.63 Cm 0.9740 0.9712 0.8978 0.9712 BC Stress: 0.9740 0.84 Panel Point Moment 421.54 421.54 394.22 421.54 421.54 Bc URz: Mid Panel Moment 292.89 147.91 197.11 147.91 292.89 ,197.5926 Panel Point fb 477.59 477.59 446.641 477.59 477.59 , TC Shear Stress: Mid Panel fb 132.98 67.16 89.491 67.16 132.98. 14,117.98 Fillers 0 0 4' 0 Shear Stress: o, 17,226.82 Panel Point Stress 8,202.53 8,202.53 19,093.12 8,202.53 , 8,202.53 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.4016 Allow Tension 0.4144 Web Comp 0.8121 Allow Comp 0.4144 Weld Qty 0.4016; 4.40K < 4.51K Material W2 21,869.08 24,494.52 5,467.27 6,164.49 7.85 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,573.78 43,219.92 22,427.00 27,107.27 8.06 x 0.188 2 A36B = 2.0780 x 0.188 W4 7,818.14 10,795.89 1,954.53; 2,067.35 4.08 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,259.73 21,597.84 7,733.72 8,353.67 4.04 x 0.129 2 A22B = 1.5000 x 0.129 W5 1,259.73 21,597.84 7,733.72 8,353.67 4.04 x 0.129 2 A226 = 1.5000 x 0.129 W4 W3 7,818.14 3,573.78 10,795.89 43,219.92 1,954.54 2,067.35 22,427.00', 27,107.27 4.08 x 0.129 8.06 x 0.188 1 2 C22BB = 1.125 x 1.110 x .129 A36B = 2.0780 x 0.188 W2 21,869.08 24,494.52 5,467.27 6,164.49 7.85 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 835.88' 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 835.88, 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM R1.111. f51Nf: SVSrF,1 TCX Design TCX Left Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:12 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 32G4N8.7K1.5 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-3 5/8 BPL Length 1-3 5/8 Clear Bearing 0-9 3/8 Clear Bearing 0-9 3/8 BPL Material: 302025 = Total Load 3 x 2 x .250 0.00 BPL Material: 302025 = Total Load 3 x 2 x .250 , 0.001 Reqd TL Def U80 0.01 Reqd TL Def L/80 0.011 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/1200.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted r r 1 Seat Type: Pegged or Butted � � I I I 1 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: G25 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run' 8/1/201411:02:16 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III nuNr. SYSTEMS Geometry I Base Length: Working Length: ' 28-8 28-4 Variable Left End TUKWILA, Right Joist Depth: 32.00 End WA Effective Depth: 30.48 BC 3 @ Girder Load @ Diag Panel Length: 7-4 32G4N8.7K1.5 Shape: Parallel Chords G26 BC Panel ',3-6 3-6 111111111111111111111;11111111111.11111111111;11111111111.11111111111;11111111111,1111111IR TC Panel ;3-6 3-6 First Half 3-6 3-6 First Diag. 7-0 7-0 - Depth 32.00 ' Loads Load Type Category 32.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,350.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,700.00 0.00 TC + 7-0 6-10 Conc Load (lbs) TL 8,700.00 0.00 TC + 14-4 7-4 Conc Load (lbs) TL 8,700.00 0.00 TC + 21-8 7-4 'Conc Load (lbs) TL 4,350.00 0.00 TC + 28-6 6-10 Uniform (plf) DL 25.00 25.00 TC + 0-0 28-8 Conc Load (lbs) WL 750.00 0.00 TC- 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 7-0 7-0 Conc Load (lbs) WL 1,500.00 0.00 TC - 14-4 14-4 Conc Load (lbs) WL 1,500.00 0.00 TC - 21-8 21-8 Conc Load (lbs) Stress Analysis Int. Panel TC: 44.00 Member TC Summary Max Panel 88.00 Tension BC: WL TC Reaction 17,754.17 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 17,754.17 IBC Compresion TC i Minimum 14,438.54 - Shear: Web Tension Max 42,315.41 Web 28-6 TC Comp.: Comp. Web 28-6 Max BC Tension 48,662.02 Length PP Dist. W2 2,707.08 17,538.62 0.00 0.00 22,049.03 5,512.26 50.29 0-2 W3 2,707.08 17,538.62 35,836.46j 5,620.15 3,599.15 22,607.34 51.89 3-6 W4 6,583.87 42,315.41 35,836.461 5,620.15 7,881.27 1,970.32 53.52 7-0 W5 6,583.87 42,315.41 48,662.02 7,627.00 1,268.91 7,795.29 53.52 10-8 W5 6,583.87 42,315.41 48,662.02 7,627.00 1,268.91 7,795.29 53.52 14-4 W4 6,583.87 42,315.41 35,836.461 5,620.15 7,881.28 1,970.32 53.52 18-0 W3 2,707.08 17,538.62 35,836.46 5,620.15 3,599.15 22,607.34 51.89 21-8 W2 Standard Verticals Member 2,707.08 Position 17,538.62 Max Tension 0.00 0.00 Max Comp. Length 1 22,049.03 5,512.26 50.29 25-2 V1 End Panel 0.00 846.31! 30.48'' V2 Interior 0.00 846.311 30.481 0 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:16 AM j NEW 'MILLENNIUM I Location: Joist Description: Mark: RI IR f11NG 1 I , Chord Properties Chord Y<.TF1,1 Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 32G4N8.7K1.5 Q Material G26 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 955.66 Panel LE 0.7019 360: [LL 1,569.68 Interior Panel 0.5140 I First LL 240: 2,354.52 Panel 1.0000 RE End Panel A40B = Max Bridg TC: 23-4 3/4 RE 2.3750 x Gap Between 0.218 Max Bridg BC: 23-71/8 Chords: Length 40.00 42.00 44.00 42.00 40.00 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 n Weld Len 2X 0/7500 Axial Load 17,538.62 17,538.62 42,315.41 17,538.62 17,538.62 Ma- Load Fillers TC: fa 7,824.85 7,824.85 18,879.01 7,824.85 7,824.85 x 52,300.41 Maximum K Ur 73.58 77.26 53.29 77.26 73.58 Max Load no Fillers TC: Fcr 32,133.36 30,945.82 38,265.93 30,945.82 32,133.36 40,662.71 Fa 19,280.02 18,567.49 22,959.56, 18,567.49 19,280.02 205..91059105 TC : F'e 144, 608.48 131,164.16 119, 511.13 131,164.16 144, 608.48 ,', Cm 0.9729 0.9702 0.8942 0.9702 0.9729 BC Stress: 0.86 Panel Point Moment 432.15 432.15 403.33 432.15 432.15 Bc URz: Mid Panel Moment 300.39 151.46 201.67 151.46 300.39 199.8637 Panel Point fb 489.62 489.62 456.97 489.62 489.62 TC Shear Stress: 1 Mid Panel fb 136.38 68.77 91.56 68.77 136.38 14,135.28 Fillers 0 0 4 0 0 BC Shear Stress: 17,246.92 Panel Point Stress 8,314.47 8,314.47 19,335.98 8,314.47 8,314.47 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.4105 Allow Tension 0.4238 Web Comp I 0.8258 Allow Comp 0.4238 Weld Qty 0.4105 4.40K_< 4.47K Material W2 22,049.03 24,494.52 5,512.26 6,091.55 7.92 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,599.15 43,219.92 22,607.34 26,908.85 8.12 x 0.188 2 A36B = 2.0780 x 0.188 W4 7,881.27 10,795.89 1,970.32 2,035.78 4.11 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,268.91 21,597.84 7,795.29 8,226.09 4.07 x 0.129 2 A22B = 1.5000 x 0.129 W5 1,268.91 21,597.84 7,795.29 8,226.09 4.07 x 0.129 2 A22B = 1.5000 x 0.129 W4 W3 7,881.28 3,599.15 10,795.89 43,219.92 1,970.32 22,607.34 2,035.78 26,908.85 4.11 x 0.129 8.12 x 0.188 1 2 C22BB = 1.125 x 1.110x .129 A36B = 2.0780 x 0.188 W2 22,049.03 24,494.52 5,512.26 6,091.55 7.92 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 846.31 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 846.31 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM 1 Location: 1 TUKWILA, WA RI III IIINf SYSTI.1,1 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G4N8.7K1.5 TCX Right ITCX Length 0.00 Total Load 0.00 0-0 1/2 TCX Length 0-0 1/2 TCX Type Live Load 0.001 Live Load R ,TCX Type ' R TCX Depth 0.00 Section Modulus 7 1/2 TCX Depth 7 1/2 BPL Length 0.0000 Mom of Inertia 1-3 3/4 BPL Length 11-3 3/4 Clear Bearing 0-9 1/2 Clear Bearing 10-9 1/2 1 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.01 Reqd TL Def U80 0.01 Live Load 0.001 Live Load 0.00 Reqd LL Def U120 0.00 1 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826, Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116; 0.0000, Reqd MI 0.0000 ,Regd MI Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/11201411:02:16 AM Mark: G26 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:19 AM , NEW MILLENNIUM 1 Location: Joist Description: Mark: Ru l° ^iNr. SYSTEMS Geometry Base Length: 20-1 Variable Working Length: 19-9 T 1 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 14.56 BC 2 @ Girder Load @ Diag Panel Length: 7-0 16G3N5K1 IG27 i I Shape: j Parallel Chords 1 BC Panel 3-21/4 3-4 1/4 IJ I I l l l l l l l l l l l l l l l l l l l l l I,I I I I I I I I I I I I I I I I I I I I I I I I IJ I II I J I IJ I I I I I I I I I I I I I I I I I I I I I Il I iTC Panel 13-2 1/4 3-4 1/4 First Half 3-2 1/4 3-4 1/4- I ' First Diag. 6-4 1/2 6-8 1/2 Depth Loads i Load Type 116.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 2,500.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 5,000.00 0.00 TC + 6-4 1/2 6-2 1/2 Conc Load (lbs) TL 5,000.00 0.00 TC + 13-4 1/2 7-0 1, Conc Load (lbs) TL 2,500.00 0.00 TC + 19-11 6-6 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 20-1 Axial (lbs) SM 8,000.00 0.00 TC + 0-0 0-0 1Conc Load (lbs) WL 500.00 0.00 TC - 0-2 0-2 'Conc Load (lbs) WL 1,000.00 0.00 TC - 6-4 1/2 6-4 1/2 Conc Load (lbs) WL 1,000.00 0.00 TC - 13-4 1/2 13-4 1/2 Conc Load Stress Analysis Int. Panel TC: 42.00 Member (lbs) TC Summary Max Panel 82.25 Tension BC: WL TC Reaction 7,831.26 Compresion LE: 500.00 BC Tension Reaction 7,662.49 0.00 RE: IBC Compresion TC Minimum 1,957.82 - Shear. Web Tension Max 31,321.94 Web 19-11 TC Comp.: Comp. Web 19-11 Max BC 27,389.59 Length Tension PP Dist. W2 7,687.66 19,279.19 0.00 0.00 14,201.23 3,550.31 39.07 0-2 W3 7,687.66 19,279.19 26,878.75 4,682.93 2,636.34 14,660.23 40.93 3-2 1/4 W4 7,397.46 31,321.94 26,878.75 4,682.93 5,976.69 1,494.17 44.45 6-41/2 W4 7,397.46 31,321.94 27,389.59 4,765.87 1,044.61 5,976.69 44.45 9-101/2 W3 7,673.71 19,519.19 27,389.591 4,765.87 2,668.92 14,817.38 42.80 13-41/2 W2 Standard Verticals I Member V1 7,673.71 Position End Panel 19,519.19 Max Tension 0.00 0.001 Max Comp. 626.44 0.00 Length 11 14.56 14,398.12 3,599.53 40.93 16-8 3/4 V2 Interior 0.00 _ _ 626.44 14.56] G,.Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:19 AM NEW MI L L E N N 1 U M, Location: Joist Description: Mark: RI III 111Nr Chord Properties Chord SVSTFMS Area !TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 16G3N5K1 Q Material G27 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending ' K. 1.00 Top Chord 0.7132 Analysis Fy: 50,000.00 Check 0.6446 End Fb. 30,000.00 Panel 0.3831 LE First 1.3432 Mom of Inertia. 186.03 Panel LE 0.6159 LL 360. • 902.17 Interior Panel 0.2963 ! First LL 240. 1,353.25 Panel 1.0000 RE End Panel A36B = 2.0780 x Max Bridg TC.: 21-71/4 RE Gap Between 0.188 Max Bridg BC: 23-91/8 Chords: 1 Length 36.25 38.25 42.00 40.25 38.25 1.1250 Bending Load 30.00 30.00 30.00; 30.00 30.00' 0/7500d Len 2x 'Axial Load 19,279.19 19,279.19 31,321.941 19,519.19 19,519.19 Max Load Fibers TC: fa 8,601.41 8,601.41 13,974.27' 8,708.48 8,708.48 53,223.27 Maximum K Ur 66.69 70.36 77.26 74.04 70.36 Max Load no Fillers TC: Fcr 34,313.89 33,159.78 30,945.82 31,985.68 33,159.78 42,315.16 Fa20,588.33 19,895.87 18,567.49 19,191.41 19,895.871 143.5318 F'e 176,075.02 158,143.33 131,164.16 142,817.69 158,143.33 Cm 0.9756 0.9728 0.9286, 0.9695 BC Stress: 0.9725; 0.64 Panel Point Moment 351.59 351.59 367.501 396.17 396.17, BCLJRz: Mid Panel Moment 247.82 119.83 183.75 140.09 274.35 214.6959 Panel Point fb 398.35 398.35 416.37 448.86 448.86 TC Shear Stress: Mid Panel fb 112.51 54.41 83.43 63.60 124.56 6,131.49 Fillers 0 0 0 0 0 BC Shear Stress: 10,049.12 Panel Point Stress 8,999.76 8,999.75 14,390.64' 9,157.34 9,157.34 TCBearing Capacity: ' Mid Panel Stress Web Design Member Web Tension 0.4216 Allow Tension 0.4342 Web Comp 0.7556 ' Allow Comp 0.4560 Weld Qty 0.4420 2.54K < 4.85K Material ' W2 14,201.23 14,453.10 3,550.31 5,507.89 6.38 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 2,636.34 26,094.36 14,660.23 16,440.49 6.95 x 0.142 2 A26B = 1.6560 x 0.142 W4 5,976.69 7,865.88 1,494.17 1,789.07 3.95 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 1,044.61 15,737.82 5,976.69, 7,106.05 3.95 x 0.102 2 A16B = 1.3750 x 0.102 W3 2,668.92 26,094.36 14,817.38 15,743.83 7.03 x 0.142 2 A26B = 1.6560 x 0.142 ' W2 V1 1.4,398.12 0.00 14,453.10 4,826.79 3,599.53 5,190.57 626.44 3,184.22 6.46 x 0.150 2.00 x 0.077 1 1 C28BB = 1.125 x 1.344 x .150 C10AB = 1.125 x 0.756 x .077 V2 1 i 0.00 4,826.79 626.44 3,184.22 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number.. 5814-0005 NEW MILLENNIUM Location: RI.. III. rIINr'. SVSTFMS TUK1rILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 16G3N5K1 TCX Right TCX Length 1 TCX Type 0-0 1/2 R TCX Depth 7 1/2 BPL Length 1-11 7/8 TCX Length TCX Type TCX Depth BPL Length 0-0 1/2 ,R ;71/2 2-0 7/8 Clear Bearing 1-5 1/4 I BPL Material: 302025 = 3 x 2 x .250 Total Load Reqd TL Def U80 Clear Bearing 1-6 0.00 0.01 BPL Material: 302025 = 3 x 2 x .250 Total Load Reqd TL Def L/80 Live Load 0.001 Live Load Reqd LL Def U120 Section Modulus 0.00 Reqd LL Def L/120 0.8826 Section Modulus 0.00! 0.01 0.00, 0.00, 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations 'Case 1:DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:19 AM Mark: G27 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 1811/201411:02:23 AM NEW MI L L E N N IUM Location: Joist Description: Mark: RI III nwr, 4VTFM'i Geometry Base Length: ' 20-71/2 Variable Working Length: 20-31/2 Left End TUKWILA, Right � ♦ Joist Depth: 16.00 End WA Effective Depth: 14.56 BC 2 @ Girder Load @ Diag Panel Length: 7-1 16G3N5K1 Shape: Parallel Chords G28 BC Panel 3-4 3/4 3-4 1/2 11111111111111;11111111111111;111111111111111111111111111111:1111111111111111111111111111 TC Panel 3-4 3/4 3-4 1/2 • First Half 3-4 3/4 3-4 1/2 - First Diag. 6-9 1/2 6-9 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End I Conc Load (lbs) TL 2,500.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 5,000.00 0.00 TC + 6-9 1/2 6-7 1/2 Conc Load (lbs) TL 5,000.00 0.00 TC + 13-10 1/2 7-1 Conc Load (lbs) TL 2,500.00 0.00 TC + 20-5 1/2 6-7 !Uniform (plf) DL 25.00 25.00 TC + 0-0 20-7 1/2 Conc Load (lbs) WL 500.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,000.00 0.00 TC 1 - 6-9 1/2 6-9 1/2 Conc Load (lbs) WL 1,000.00 0.00 TC - 13-10 1/2 13-10 1/2 Conc Load (lbs) Stress Analysis Int. Panel TC: 42.50 Member TC Summary Max Panel 83.25 Tension BC: WL TC Reaction 7,743.38 Compresion LE: 500.00 BC Tension 0.00 Reaction RE: 7,763.91 , BC Compresion TC Minimum 1,940.98 - Shear Web Tension Max 28,272.18 Web 20-5 1/2 TC Comp.: Comp. Web 20-5 1/2 Max BC Tension 28,174.45 Length PP Dist. W2 2,315.11 13,845.79 0.001 0.00 14,791.12 3,697.78 41.40 0-2 W3 2,315.11 13,845.79 28,174.45, 4,888.75 2,733.02 15,216.01 43.27 3-4 3/4 W4 4,806.14 28,272.18 28,174.45' 4,888.75 5,988.30 3,475.60 44.93 6-9 1/2 W4 4,806.14 28,272.18 28,111.48 4,878.59 5,988.30 1,497.07 44.93 10-4 W3 2,310.61 13,811.44 28,111.48 4,878.59 2,728.91 15,196.26 43.04 13-101/2 W2 Standard Verticals Member 2,310.61 Position 13,811.44 Max Tension 0.00 0.00 Max Comp. 1 Length 14,766.32 3,691.58 41.16 17-3 V1 V2 End Panel Interior 0.00 0.00 565.44 14.561 565.44, 14.56 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:23 AM NEW IVI I L L E N N 1 U NI Location: Joist Description: Mark: RI.III_fltNfi Chord Properties '' Chord VTF1•11 Area TUKWILA, Rx WA Rz Ryy Y Girder Load © Diag Ix 16G3N5K1 Q Material G28 ! TC 1 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: ' 1.00 ' Top Chord 0.7132 Analysis Fy: 50,000.00 Check 0.6446 End Fb: 30,000.00 Panel 0.3831 LE First 1.3432 Mom of Inertia: 186.03 Panel LE 0.6159 , LL 360: 1831.83 Interior Panel 0.2963 First LL 240: 1,247.75 Panel 1.0000 RE End Panel A36B = 2.0780 x Max Bridg TC: 21-6 3/8 RE ! Gap Between 0.188 Max Bridg BC: 23-51/2 Chords: Length 38.75 40.75 42.50 40.50 38.50 1.1250 Bending Load 30.00 30.00 30.001 30.00 30.00 M0.750000n Len 2X 0.7 Axial Load 13,845.79 13,845.79 28,272.18 13,811.44 13,811.44 , Max Load Fillers TC: ' fa 6,177.30 6,177.30 12,613.62 6,161.97 6,161.97 ' 52,995.13 Maximum K Ur 71.28 74.96 78.18 74.50 70.82 Max Load no Fillers TC: Fcr 32,867.93 31,689.61 30,647.06 31,837.75 33,014.00 41,903.14 1 1Fa 19,720.76 19,013.76 18,388.23 19,102.65 19,808.40 rcoauRyy: 147.4683 F'e 154,088.53 139,334.45 128,096.09 141,059.94 156,096.19 - 1 Cm 0.9800 0.9778 0.9340 0.9782 0.9803 BC Stress: 0.66 Panel Point Moment 406.47 406.47 376.30 400.71 400.71 BC L/Rz: Mid Panel Moment 281.61 143.54 188.15 140.94 278.17 217.3062 ! I Panel Point fb 460.52 460.52 426.34' 453.99 453.99 TC Shear Stress: 1 Mid Panel fb 127.86 65.17 85.42 63.99 126.29 6139.13 I Fillers 0 0 0 0 0 BC Shear Stress: 10,050.02 Panel Point Stress 6,637.81 6,637.81 13,039.96 6,615.96 6,615.96 TC Bearing Capacity: ' Mid Panel Stress Web Design r Member _ Web Tension 0.3175 Allow Tension 0.3271 Web Comp I 0.6890 Allow Comp 0.3247 Weld Qty 0.3153 2.54K < 4.85K Material W2 14,791.12 16,813.47 3,697.78 ' 5,643.33 6.30 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 2,733.02 26,094.36 15,216.01 15,568.96 7.22 x 0.142 2 A26B = 1.6560 x 0.142 W4 5,988.30 14,453.10 3,475.60 4,544.11 2.69 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,988.30 7,865.88 1,497.07 1,751.61 3.95 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 2,728.91 26,094.36 15,196.26 15,656.42 7.21 x 0.142 2 A26B = 1.6560 x 0.142 i W2 V1 14,766.32 0.00 16,813.47 4,826.79 3,691.58 565.44 5,685.75 3,184.22 6.29 x 0.158 2.00 x 0.077 1 1 C32BA = 1.125 x 1.520 x .158 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 565.44 3,184.22 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number 5814-0005 NEW MILLENNIUM Locat�io�/n�:1 w Fl1111 nunir. SV STFMS TUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load c Diag 16G3N5K1 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 1 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 2-1 3/8 BPL Length 2-1 1/4 Clear Bearing 1-5 7/8 Clear Bearing 1-5 7/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00[Total Load 0.00. 0.011 Reqd TL Def L/80 0.01 1 Regd TL Def U80 Live Load 0.00, Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 'Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.00001 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM ; Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:23 AM Mark: G28 G1 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:27 AM NEW MILLENNIUM Location: Joist Description: Mark: RI111 nlNr. SVSTFMS Geometry I Base Length: 26-21/2 Variable Working Length: 25-101/2 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.56 BC 3 @ Girder Load a@ Diag Panel Length: 6-8 5/8 28G4N7.3K1.1 Shape: Parallel Chords G3 1 1 BC Panel 3-2 1/4 3-2 1/4 ! 111111111 111111111111111111111111111111111111 111111111 I,I 1111111111,111111111111 1111111 I I TC Panel 3-2 1/4 3-2 1/4 I 1 First Half 3-2 3/8 3-2 3/8 I First Diag. 6-4 5/8 6-4 5/8 - Depth Loads I , Load Type 28.00 Category 28.00 Load1 Load2 Position , Direction Loc/Begin Sp/End Conc Load (lbs) TL 3,650.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 7,300.00 0.00 TC 1 + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 7,300.00 0.00 TC + 13-1 1/4 6-8 5/8 i 1 Conc Load (lbs) TL 7,300.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 3,650.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 Conc Load (lbs) WL 550.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,100.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,100.00 0.00 TC ! - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,100.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load Stress Analysis Int. Panel TC: 40.38 Member (lbs) Summary Max Panel [80.50 TC Tension _ BC: WL TC Reaction 14,923.44 Compresion LE: 550.00 BC Tension Reaction 14,923.44 0.00 RE: BC Compresion TC- Minimum 3,730.86 Shear. Web Tension Max 37,193.99 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC 42,788.53 Length Tension 1 1 PP Dist. W2 2,017.91 15,333.91 0.00 0.00 19,009.72 4,752.43 44.94 0-2 W3 2,017.91 15,333.91 31,454.41 4,221.50 2,679.95 19,605.35 46.67 3-2 1/4 W4 4,942.70 37,193.99 31,454.41 4,221.50 6,870.25 1,717.56 48.33 6-4 5/8 W5 4,942.70 37,193.99 42,788.53 5,738.02 952.89 6,773.61 48.22 9-9 W5 4,942.70 37,193.98 42,788.53 5,738.02 952.89 6,773.61 48.22 13-11/4 W4 4,942.70 37,193.98 31,454.41 4,221.50 6,870.25 1,717.56 48.33 16-51/2 W3 2,017.91 15,333.92 31,454.41 4,221.50 2,679.95 19,605.36 46.67 19-9 7/8 W2 Standard Verticals Member 2,017.91 Position 15,333.92 Max Tension 0.00 Max Comp. i 0.00 Length 19,009.72 4,752.43 44.94 23-0 1/4 j V1 End Panel 0.00 743.881 26.56 V2 Interior 0.00 743.881 26.56 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:27 AM NEW MILLENNIUM Location: Joist Description: Mark: FII III. f7W6 Chord Properties Chord S VSTPM Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N7.3K1.1 Q Material G3 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.7132 Analysis Fy: 50,000.00 Check 0.6446 End Fb. 30,000.00 Panel 0.3831 LE First 1.3432 Mom of Inertia: 616.19 Panel LE 0.6159 LL 360: ;1,328.83 Interior Panel 0.2963 First LL 240: 1,993.25 Panel 1.0000 RE End Panel A36B = 2.0780 x Max Bridg TC: 23-4 3/4 RE ' Gap Between 0.188 Max Bridg BC: 21-7 718 Chords: Length 36.25 38.38 40.38 38.38 36.251 1.1250 Bending Load 30.00 30.00 30.00 30.00 Min Weld Len 2X: 30.00 0 7500 Axial Load 15,333.91 15,333.91 37,193.99' 15,333.92 15,333.92 Max Load Fillers TC: fa 6,841.22 6,841.22 16,594.09; 6,841.22 6,841.22 53,979.56 'Maximum K L/r 66.69 70.59 74.271 70.59 66.691 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.741 33,086.93 34,313.891 43,647.44 1 Fa 20,588.33 19,852.16 19,147.041 19,852.16 TCO URyy: 20,588.33, 188..0044488 18 F'e 176,075.02 157,114.75 141,934.721 157,114.75 176,075.02 Cm 0.9806 0.9782 0.9217 0.9782 0.9806 ' 1.00BCStress: Panel Point Moment 356.54 356.54 339.61 356.54 356.54 1 BC URz: ' Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 ; 210.1279 Panel Point fb 403.95 403.95 384.77, 403.95 403.95 TC Shear Stress: Mid Panel fb 111.77 57.74 77.10' 57.74 111.77 11,922.36 Fillers 0 0 0; 0 0 BC Shear Stress.: 19,690.54 'Panel Point Stress 7,245.18 7,245.18 16,978.861 7,245.18 7,245.18; TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3360 Allow Tension 0.3466 Web Comp 0.86951 Allow Comp 0.3466 Weld Qty 0.3360 '1 3.69K<4.85K Material W2 19,009.72 24,494.52 4,752.43 7,181.63 6.83 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,679.95 33,633.00 19,605.35 21,196.01 8.36 x 0.158 2 A32B = 1.9060 x 0.158 W4 6,870.25 9,029.40 1,717.56 1,729.62 3.92 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W5 952.89 18,064.86 6,773.61 , 7,119.54 3.87 x 0.118 2 A18B = 1.3750 x 0.118 W5 952.89 18,064.86 6,773.61. 7,119.54 3.87 x 0.118 2 A18B = 1.3750 x 0.118 W4 W3 6,870.25 2,679.95 9,029.40 33,633.00 1,717.56 1,729.62 19,605.361 21,196.01 3.92 x 0.118 8.36 x 0.158 1 2 C18BB = 1.125 x 1.035 x .118 A32B = 1.9060 x 0.158 W2 19,009.72 24,494.52 4,752.43 7,181.63 6.83 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 743.88 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 743.88 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM FII 111_ f71Nf: �.Yr-.TFMS TCX Design TCX Left Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Girder Load @ Diag 28G4N7.3K1.1 TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth ; 7 1/2 BPL Length 1-4 1/8 ' BPL Length 1-4 1/8 Clear Bearing 0-9 3/4 ; Clear Bearing , 0-9 3/4 BPL Material: 302025 = 3 x 2 Total Load x .250 0.00 j BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00. Reqd TL Def U80 0.01 Reqd TL Def U80 0.01 Live Load 0.00 I Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 Mom of Inertia 1.8116 Reqd MI 0.0000 Reqd MI j 0.0000 Seat Type: Pegged or Butted Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 811/201411:02:27 AM Mark: G3 G, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:30 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: 81111011,4n S V STEINS Geometry Base Length: Working Length: 22-10 .22-6 Variable Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.52 BC 3 © Girder Load @ Diag Panel Length: 5-101/2 28G4N8.2K1.1 Shape: Parallel Chords G4 BC Panel 2-9 1/4 2-9 1/4 1111111111.11111111111:11111111111.11111111111;111111111111111111111111111111111;1111111114 TC Panel ,2-9 1/4 2-9 1/4 First Half 2-9 1/4 2-9 1/4 I First Diag. I5-6 1/2 5-6 1/2 Depth , 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,100.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,200.00 0.00 TC + 5-6 1/2 5-4 1/2 ; 1. Conc Load (lbs) TL 8,200.00 0.00 TC + 11-5 5-10 1/2 Conc Load (lbs) TL 8,200.00 0.00 TC + 17-3 1/2 5-10 1/2 Conc Load (lbs) TL 4,100.00 0.00 TC + 22-8 5-4 1/2 I Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 Conc Load (lbs) WL 550.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,100.00 0.00 TC - 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,100.00 0.00 TC - 11-5 11-5 Conc Load (lbs) WL 1,100.00 0.00 TC - 17-3 1/2 17-3 1/2 Conc Load (lbs) Stress Analysis Int. Panel TC: 35.25 Member TC Summary Max Panel f 70.50 Tension BC: WL TC Reaction 16,681.25 Compresion LE: 550.00 BC Tension Reaction 16,681.25 0.00 RE: IBC Compresion TC Minimum ,4,170.31 - Shear: Web Tension Max 36,029.01 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC Tension [41,527.04 Length PP Dist. W2 1,768.31 14,785.66 0.00 0.00 19,392.93 4,848.23 40.99 0-2 W3 1,768.31 14,785.66 30,433.38 3,700.34 2,471.37 20,015.97 42.53 2-9 1/4 W4 4,343.49 36,029.01 30,433.38 3,700.34 7,002.61 1,750.65 44.11 5-61/2 W5 4,343.49 36,029.01 41,527.04 5,045.20 878.15 6,936.34 44.11 8-5 3/4 W5 4,343.49 36,029.01 41,527.04 5,045.20 878.15 6,936.34 44.11 11-5 W4 4,343.49 36,029.01 30,433.38 3,700.34 7,002.61 1,750.65 44.11 14-41/4 W3 1,768.31 14,785.66 30,433.38 3,700.34 2,471.37 20,015.97 42.53 17-31/2 W2 Standard Verticals Member 1,768.31 Position 14,785.66 Max Tension 0.00. 0.00 Max Comp. Length 19,392.93 4,848.23 40.99 20-0 3/4 V1 End Panel 0.00 720.58 26.52 V2 Interior 0.00 720.58 26.52, „. STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:30 AM 1 NEW MILLENNIUM Location: Joist Description: Mark: FlIJII-nwr. Chord Properties Chord SYSTFMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N8.2K1.1 Q Material G4 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC Axial and Bending K: 1.00 Top Chord 0.8084 Analysis Fy: 50,000.00 Check 0.6885 End Fb: 30,000.00 Panel 0.4106 LE Mom 1661.99 First 1.3990 of Inertia: Panel LE Interior 0.6554 LL 360: 2,171.23 Panel 0.3832 First LL 240: 3,256.85 Panel 1.0000 RE End Panel A38B = Max Bridg TC: 23-4 3/4 RE 2.2190 x Gap Between 0.199 Max Bridg BC: 25-7 3/8 chords: Length 31.25 33.25 35.25 33.25 31.25 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2)C• 0.7500 Axial Load 14,785.66 14,785.66 36,029.01 14,785.66 14,785.66 Max I fa 6,596.62 6,596.62 16,074.33 6,596.62 6,596.62 Load Fillers TC: 56,119.23 Maximum K L/r 57.49 61.17 64.85 61.17 57.49 Max Load no Fillers TC: 1 Fcr 37,078.79 35,996.62 34,881.89 35,996.62 37,078.79 47,74518 Fa 22,247.28 21,597.97 20,929.13 21,597.97 22,247.28 TC 163..51725172 F'e 236,926.53 209,281.31 186,206.80 209,281.31 236,926.53 - --_ _ Cm 0.9861 0.9842 0.9422 0.9842 0.9861 BC stress: 0.86 Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC URz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 171.6999 - i Panel Point fb 300.76 300.76 293.29 300.76 300.76 TC Shear Stress: Mid Panel fb 82.99 43.31 58.77 43.31 82.99 13,175.34 Fillers 0 0 0 0 0 BC Shear Stress: 19,022.96 Panel Point Stress 6,897.38 6,897.38 16,367.62 6,897.38 6,897.38 TC Bearing Capacity: Mid Panel Stress Web Design Member _ Web Tension 0.2993 - Allow Tension 0.3069 Web Comp 0.7701 Allow Comp 0.3069 Weld Qty 0.2993 4.14K < 4.85K Material W2 19,392.93 24,494.52 4,848.23 8,159.73 6.97 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 2,471.37 31,548.36 20,015.97 20,629.45 8.53 x 0.158 2 A30B = 1.7970 x 0.158 W4 7,002.61 7,865.88 1,750.65 1,816.70 6.97 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W5 878.15 15,737.82 6,936.34 7,186.57 4.58 x 0.102 2 A16B = 1.3750 x 0.102 W5 878.15 15,737.82 6,936.34 7,186.57 4.58 x 0.102 2 A16B = 1.3750 x 0.102 W4 _ W3 7,002.61 2,471.37 7,865.88 31,548.36 1,750.65 20,015.97 1,816.70 20,629.45 4.62 x 0.102 8.53 x 0.158 1 2 C16BB = 1.125 x 1.025 x .102 A30B = 1.7970 x 0.158 W2 19,392.93 24,494.52 4,848.23 8,159.73 6.97 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 720.58 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 720.58 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RIIII now-. S VSTFMS ITCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.1 TCX Right TCX Length 0.00 Total Load 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 , TCX Depth 7 1/2 BPL Length 1-2 3/4 ' BPL Length 1-2 3/4 Clear Bearing 0-8 5/8 ; Clear Bearing 0-8 5/8 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00'. Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 , Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8116 ' Mom of Inertia Reqd MI 1 1.81161 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP 1 Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:30 AM Mark: G4 G STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:34 AM NEW MILLENNIUM Location: Joist Description: Mark: FlI111fLNr riYSTFM 1 Geometry Base Length: 1 Working Length: 22-10 22-6 Variable 1 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.28 BC 3 @ Girder Load @ Diag Panel Length: 5-101/2 28G4N12.3K1.6 Shape: Parallel Chords G5 ,SBC Panel 2-9 1/4 2-9 1/4 lIIIIIIIII,IIIIIIIIIIIIIIIIIIIIII1IIIIIIIIIIIIIIIIIIIII'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII!, TC Panel 2-9 1/4 2-9 1/4 1; First Half 12-9 1/4 2-9 1/4 1 First Diag. 15-6 1/2 5-6 1/2 L 1 l I Depth Loads Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 6,150.00 0.00 TC + 0-2 0-2 'Conc Load (lbs) TL 12,300.00 0.00 TC i + 5-6 1/2 5-4 1/2 Conc Load (lbs) TL 12,300.00 0.00 TC 1 + 11-5 5-10 1/2 Conc Load (lbs) TL 12,300.00 0.00 TC + 17-3 1/2 5-10 1/2 Conc Load (lbs) TL 6,150.00 0.00 TC + 22-8 5-4 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 Conc Load (lbs) 1' WL 800.00 0.00 TC - 0-2 0-2 Conc Load (Ibs) WL 1,600.00 0.00 TC - 5-61/2 5-61/2 Conc Load (Ibs) WL 1,600.00 0.00 TC 11 - 11-5 11-5 ' Conc Load (Ibs) WL 1,600.00 0.00 TC I - 17-3 1/2 17-3 1/2 Conc Load Stress Analysis Int. Panel TC: 35.25 Member (Ibs) TC Summary Max Panel 70.50 Tension BC: WL 1Reaction 24,881.25 TC Compresion LE: 800.00 BC Tension Reaction 24,881.25 0.00 RE: BC Compresion TC 1 Minimum 6,220.31 Shear: Web i - Tension Max 54,197.19 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC 62,494.41 Length I Tension PP Dist. 1 W2 2,676.07 22,231.81 0.00 0.00 29,049.87 7,262.47 40.83 0-2 W3 2,676.07 22,231.81 45,801.47 5,574.40 3,694.51 30,044.33 42.38 2-91/4 1 W4 6,558.66 54,197.19 45,801.47 5,574.40 10,472.71 2,618.18 43.97 5-61/2 W5 6,558.66 54,197.19 62,494.41 7,602.03 1,301.48 10,406.05 43.97 8-5 3/4 W5 6,558.66 54,197.18 62,494.41 7,602.03 1,301.48 10,406.05 43.97 11-5 I W4 6,558.66 54,197.18 45,801.47 5,574.40 10,472.71 2,618.18 43.97 14-41/4 W3 2,676.07 22,231.81 45,801.47 5,574.40 3,694.51 30,044.33 42.38 17-31/2 W2 , Standard Verticals Member 2,676.07 Position 22,231.81 Max Tension 0.00 Max Comp. 1 0.00 Length 29,049.87 7,262.47 40.83 20-0 3/4 V1 End Panel 0.00 1,083.94 26.281 V2 Interior 0.00 1,083.941 26.281 1 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:34 AM NEW MILLENNIUM l Location: Joist Description: Mark: Flt on nuMr. Chord Properties Chord SV STFMS Area I TUKWILA, Rx WA Rz Ryy Y Girder Load ©Diag Ix 28G4N12.3K1.6 Q Material G5 TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 1 BC Axial and Bending K: 1.00 11 Top Chord 1.1207 Analysis Fy: 50,000.00 Check 0.8991 End Fb: 30,000.00 Panel 0.5436 LE First 1.6512 Mom of Inertia: 872.33 Panel LE 0.8225 LL 360: 2,861.11 Interior Panel 0.9058 First LL 240: 4,291.67 Panel 0.9280 RE End Panel A44A = 2.8750 x Max Bridg TC: 24-8 7/8 RE Gap Between .209 Max Bridg BC: 29-0 Chords: Length 31.25 33.25 35.25 33.25 31.25 1.1250 Bending Load 30.00 30.00 30.00 30.00 Min Weld Len 2X: 30.00 0 7500 Axial Load 22,231.81 22,231.81 54,197.19 22,231.81 22,231.81Max Load Fillers TC: fa 7,732.80 7,732.80 18,851.201 7,732.81 7,732.81 ' 75,441.41 Maximum K L/r 53.56 56.98 60.41' 56.98 53.56 1 Max Load no Fillers Tc Fcr 39,354.85 38,318.49 37,247.73, 38,318.49 39,354.85 l 65,439.61 Fa 23,612.91 22,991.10 22,348.64 22,991.10 23,612.91 TC 1: 54..61946194 15 F'e 272,139.31 240,385.36 213,881.42' 240,385.36 272,139.31 Cm 0.9858 0.9839 0.9409 0.9839 BC Stress: 0.9858 0.93 !Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC URz: Mid Panel Moment 182.78 95.40 129.431 95.40 182.78 129.6909 Panel Point fb 218.78 218.78 213.35' 218.78 218.78 TC Shear Stress: Mid Panel fb 61.20 31.94 43.34 31.94 61.20 15,280.95 Fillers 0 0 0 0 0 BC Shear Stress: , 19,655.31 Panel Point Stress 7,951.58 7,951.58 19,064.54 7,951.59 7,951.59 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3294 Allow Tension 0.3374 Web Comp 0.8450 Allow Comp 0.3374 Weld Qty 0.3294 16.19K < 6.46K Material W2 29,049.87 31,548.36 7,262.47 21,326.90 12.38 x 0.158 2 A30B = 1.7970 x 0.158 W3 3,694.51 43,219.92 30,044.33 31,506.36 10.79 x 0.188 2 A36B = 2.0780 x 0.188 W4 10,472.71 10,795.89 2,618.18 3,016.47 5.47 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,301.48 21,597.84 10,406.05 11,241.55 5.43 x 0.129 2 A22B = 1.5000 x 0.129 W5 1,301.48 21,597.84 10,406.05 11,241.55 5.43 x 0.129 2 A22B = 1.5000 x 0.129 W4 1 W3 10,472.71 3,694.51 10,795.89 43,219.92 2,618.18, 3,016.47 30,044.33 31,506.36 5.47 x 0.129 10.79 x 0.188 1 2 C22BB = 1.125 x 1.110 x .129 A36B = 2.0780 x 0.188 W2 29,049.87 31,548.36 7,262.47 21,326.90 12.38 x 0.158 2 A30B = 1.7970 x 0.158 V1 0.00 4,826.79 1,083.94. 1,702.41 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 1,083.94 ; 1,702.41 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM' Location: TUKWILA, WA 81111 f111,1: SV STPkA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N12.3K1.6 1 LA Lest 0.00 Total Load 1 LA Klgnt TCX Length 0-0 1/2 1TCX Length 0-0 1/2 TCX Type R TCX Type � R TCX Depth 7 1/2 !TCX Depth 1 17 1/2 BPL Length 0-6 1/2 i BPL Length 10-6 1/2 Clear Bearing 0-8 3/4 ; Clear Bearing i. 0-8 3/4 BPL Material: 407050 = 4 x 7 x .500 BPL Material: 407050 = 4 x 7 x .500 Total Load 0.00 Total Load 0.00 !Reqd TL Def U80 :1 0.01: I Reqd TL Def U80 0.01 i Live Load 0.00! I Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.2134 Section Modulus 1.21341 Reqd SM 0.0000 1 Regd SM 0.0000 1 Mom of Inertia 2.6694 Mom of Inertia 2.66941 Reqd MI 0.0000 Reqd MI 1 0.0000 Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:34 AM Mark: G5 G, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/1/201411:02:38 AM NEW N{ 1 L L E N N 1 U M Location: Joist Description: Mark: F11.111. nWf SVSTFrs Geometry Base Length: Working Length: 26-21/2 25-10112 Variable Left End TUKWILA, Right Joist Depth: 28.00 End WA `Effective Depth: 1 26.53 BC 3 @ Girder Load @ Diag Panel Length: 6-8 5/8 28G4N8.7K1.3 Shape: Parallel Chords G6 BC Panel ,3-2 1/4 3-2 1/4 lIIIIIIIIIIIIIIIIIIIIIIIIII11111'11111111111,11111111111.11111L11111;IIIII111111IIIIIIIIII TC Panel '3-2 1/4 3-2 1/4 First Half 3-2 3/8 3-2 3/8 First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Conc Load (lbs) TL 4,350.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 8,700.00 0.00 TC + 6-4 5/8 6-2 5/8 ' Conc Load (lbs) TL 8,700.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 8,700.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 4,350.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 Conc Load (lbs) WL 650.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,300.00 0.00 TC - 6-4 5/8 6-4 5/8 j Conc Load (lbs) WL 1,300.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,300.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) Stress Analysis • Int. Panel TC: 40.38 Member TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 17,723.44 Compresion LE: 650.00 BC Tension 0.00 Reaction RE: 17,723.44 BC Compresion TC Minimum 4,430.86 - Shear. Web Tension Max 44,212.93 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 50,876.49 Length PP Dist. W2 2,430.36 18,222.54 0.00 0.00 22,580.99 5,645.25 44.92 0-2 W3 2,430.36 18,222.54 37,400.84 5,070.66 3,209.77 23,314.81 46.65 3-2 1/4 W4 5,944.94 44,212.92 37,400.84 5,070.66 8,150.97 2,037.74 48.31 6-4 5/8 W5 5,944.94 44,212.92 50,876.49 6,892.97 1,135.43 8,051.48 48.21 9-9 W5 5,944.94 44,212.93 50,876.49, 6,892.97 1,135.43 8,051.48 48.21 13-11/4 W4 5,944.94 44,212.93 37,400.841 5,070.66 8,150.97 2,037.74 48.31 16-51/2 W3 2,430.36 18,222.54 37,400.84 5,070.66 3,209.77 23,314.81 46.65 19-9 7/8 W2 Standard Verticals Member 2,430.36 Position 18,222.54 Max Tension 0.001 0.00 , Max Comp. Length 22,580.99 5,645.25 44.92 23-01/4 I V1 End Panel 0.00 884.26 I 26.53 V2 Interior 0.00 884.26' 26.53 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:38 AM ' NEW MILLENNIUM ' Location: Joist Description: Mark: Fl1. 111nlNr, ' Chord Properties Chord ri YriTPM4 Area I TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N8.7K1.3 Q Material G6 , TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 JJ ; BC Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 743.49 Panel LE Interior 0.7019 1 LL 360: 1,603.37 Panel 0.5140 First LL 240: 2,405.06 Panel 1.0000 RE End Panel A40B = 2.3750 Max Bridg TC: 22-0 3/8 RE x Gap Between 0.218 Max Bridg BC: 24-9 7/8 Chords Length 36.25 38.38 40.38 38.38 36.25 1.1250 Bending Load 30.00 30.00 30.00; 30.00 1Mn Wel 30.00 1017500d Len 2x. II Axial Load 18,222.54 18,222.54 44,212.93 18,222.54 18,222.54 Max Load Fillers TC: ' fa 7,672.65 7,672.65 18,615.97 7,672.65 7,672.65 59,512.55 l' Maximum K Ur 75.32 79.73 51.85 79.73 75.32 Max Load no Fillers TC: 1Fcr 33,024.71 31,412.40 41,075.81 31,412.40 311 , .25 33,024.71 43,311.25 ' Fa 19,814.82 18,847.44 24,645.49 18,847.44 3 y: 19,814.82 199.6998 F'e 140,132.47 125,042.60 112,961.301 125,042.60 140,132.47 , !Cm 0.9726 0.9693 0.8896 J 0.9693 0.9726 BC Stress: 0.89 j Panel Point Moment 356.54 356.54 339.61j 356.54 356.54 : BC URz: Mid Panel Moment 246.17 127.17 169.811 127.17 246.17 182.8299 Panel Point fb 425.74 425.74 405.52; 425.74 425.74 ; TC Shear Stress: ;Mid Panel fb 123.99 64.0585.53 64.05 123.99 113,679.16 Fillers 0 0 4 j 0 0 BC Shear Stress: 17,264.07 ,IPanel Point Stress 8,098.38 8,098.38 19,021.49, 8,098.38 8,098.38 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3912 Allow Tension 0.4091 Web Comp 0.7585' Allow Comp 0.4091 Weld Qty 0.3912 4.39K < 6.97K Material W2 22,580.99 24,494.52 5,645.25 7,186.07 8.11 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,209.77 37,626.54 23,314.81 24,222.69 8.92 x 0.176 2 A34A = 1.9380 x 0.176 W4 8,150.97 10,795.89 2,037.74 2,498.83 4.26 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,135.43 19,858.62 8,051.48' 8,466.46 4.37 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,135.43 19,858.62 8,051.481 8,466.46 4.37 x 0.124 2 I A20B = 1.4370 x 0.124 W4 W3 8,150.97 3,209.77 10,795.89 37,626.54 2,037.741 23,314.81 2,498.83 24,222.69 4.26 x 0.129 8.92 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 22,580.99 24,494.52 5,645.25 7,186.07 8.11 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 884.26' 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 884.261 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number.. 15814-0005 NEW MILLENNIUM Location: TUKWILA, WA :71111 flhNr. S VSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.7K1.3 TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-4 1/4 BPL Length 1-4 1/4 Clear Bearing 0-9 3/4 Clear Bearing 0-9 3/4 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00 'Reqd TL Def U80 0.01 Reqd TL Def U80 0.01 Live Load 0.00 Live Load { 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8375 Section Modulus 0.8375 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5278 Mom of Inertia 1.5278 Reqd MI 0.0000 , Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:38 AM Mark: G6 „ , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:41 AM NEW MILLENNIUM Location: Joist Description: Mark: RI111 1'IINr SYSTEMS Geometry I Base Length: 126-2 1/2 Variable Working Length: 25-101/2 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.53 BC 3 @ Girder Load @Diag Panel Length: 6-8 5/8 28G4N9K1.4 Shape: Parallel Chords G7 BC Panel 3-2 1/4 3-2 1/4 1111111111 1111111111:11111111111:1111111111111111111111,11111LI1111,11111111111,1111111111 ' lTC Panel 3-2 1/4 3-2 1/4 , i 11First Half 13-2 3/8 3-2 3/8 ilFirst Diag. ,6-4 5/8 6-4 5/8 . ' Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position I Direction Loc/Begin � ' Sp/End l Conc Load (lbs) TL 4,500.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 9,000.00 0.00 TC + 6-4 5/8 6-2 5/8 ' Conc Load (lbs) TL 9,000.00 0.00 TC + 13-1 1/4 6-8 5/8 j 11 Conc Load (lbs) TL 9,000.00 0.00 TC + 19-9 7/8 6-8 5/8 ' Conc Load (lbs) TL 4,500.00 0.00 TC + 26-0 1/2 6-2 5/8 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-2 1/2 'Conc Load (lbs) WL 700.00 0.00 TC - 0-2 0-2 !Conc Load (lbs) WL 1,400.00 0.00 TC 1 - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,400.00 0.00 TC � - 13-1 1/4 13-1 1/4 ' !Corm Load (lbs) WL 1,400.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load Stress Analysis Int. Panel TC: ! 40.38 Member (lbs) TC Summary Max Panel 80.50 Tension BC: WL TC Reaction 18,323.44 Compresion LE: 700.00 BC Tension 0.00 Reaction RE: 18,323.44 BC Compresion TC i Minimum 14,580.86 - Shear:Max Web Tension 45,707.07 Web 26-0 1/2 TC Comp.: Comp. Web 26-0 1/2 Max BC Tension 52,598.22 Length PP Dist. W2 2,635.33 18,837.44 0.00 0.00 23,342.97 5,835.74 44.92 0-2 W3 2,635.33 18,837.44 38,666.69 5,492.61 3,473.56 24,106.16 46.65 3-2 1/4 W4 6,442.99 45,707.07 38,666.69 5,492.61 8,424.13 2,106.03 48.31 6-4 5/8 W5 6,442.99 45,707.07 52,598.22 7,466.88 1,226.28 8,324.05 48.21 9-9 W5 6,442.99 45,707.07 52,598.22 7,466.88 1,226.28 8,324.05 48.21 13-11/4 W4 6,442.99 45,707.07 38,666.69 5,492.61 8,424.13 2,106.03 48.31 16-51/2 W3 2,635.33 18,837.44 38,666.69 5,492.61 3,473.56 24,106.16 46.65 19-9 7/8 W2 Standard Verticals Member 2,635.33 Position 18,837.44 Max Tension 0.00 Max Comp. 0.00 1 Length j 23,342.96 5,835.74 44.92 23-01/4 V1 End Panel 0.00 914.141 26.53 V2 Interior 0.00 914.141 26.53. 0 Job Number. 15814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:41 AM NEW MILLENNIUM Location: Joist Description: Mark: RIIII ntNr. Chord Properties Chord SV STEMS Area TUKWILA, Rx WA Rz Ryy Y Girder Load ©Diag Ix 28G4N9K1.4 Q Material G7 TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC Axial and Bending K: 1.00 Top Chord 0.9485 Analysis Fy 50,000.00 Check 0.7361 1Fb 130,000.00 End Panel 0.4403 LE Mom 1743.49 First 1.4631 of Inertia Panel LE 0.7019 j LL 360 1,603.37 Interior Panel 0.5140 First LL 240 2,405.06 Panel 1.0000 RE End Panel A40B = 2.3750 x Max Bridg TC 22-0 3/8 RE Gap Between 0.218 Max Bridg 8C 23-101/4 Chords: Length 36.25 38.38 40.38 38.38 36.25 1.1250 Load 30.00 30.00 30.00 30.00 30.00 017500n d Len 2X: MBending ' Axial Load 18,837.44 18,837.44 45,707.07.18,837.44 18,837.44 Max Load Fillers TC: fa 7,931.55 7,931.55 19,245.08 7,931.55 7,931.55 59,512.55 'Maximum K L/r 75.32 79.73 51.85 79.73 75.32 Max Load no Fillers TC: Fcr 33,024.71 31,412.40 41,075.81; 31,412.40 33,024.71 43,311.25 Fa 19,814.82 18,847.44 24,645.491 18,847.44 19,814.82, 199.6998: F'e 140,132.47 125,042.60 112,961.30' 125,042.60 140,132.47 Cm 0.9717 0.9683 0.8859 0.9683 BC Stress: 0.9717 0.92 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BCIJRz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 182.8299 Panel Point fb 425.74 425.74 405.52' 425.74 425.74 TC Shear Stress: Mid Panel fb 123.99 64.05 85.531 64.05 123.99 14,140.75 Fillers 0 0 4 0 , BC Shear Stress: 0 i 17,846.63 Panel Point Stress 8,357.29 8,357.29 19,650.60' 8,357.29 8,357.29 iTCBearing Capacity: ' Mid Panel Stress ' Web Design I Member Web Tension 0.4042 Allow Tension 0.4229 Web Comp 0.7840! Allow Comp 0.4229 Weld Qty 0.4042 4.54K < 6.82K Material W2 23,342.97 24,494.52 5,835.74 7,186.07 8.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W3 3,473.56 37,626.54 24,106.16 24,222.69 9.22 x 0.176 2 A34A = 1.9380 x 0.176 W4 8,424.13 10,795.89 2,106.03 2,498.83 4.40 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,226.28 19,858.62 8,324.05 r 8,466.46 4.52 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,226.28 19,858.62 8,324.051 8,466.46 4.52 x 0.124 2 A20B = 1.4370 x 0.124 W4 W3 8,424.13 3,473.56 10,795.89 37,626.54 2,106.03, 2,498.83 24,106.161 24,222.69 4.40 x 0.129 9.22 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 23,342.96 24,494.52 5,835.74 7,186.07 8.38 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 914.14 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 914.14 1,671.13 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 Job Number. 15814-0005 NEW MILLENNIUM I Location: TUKWILA, WA 01111.(IINf. SVRTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N9K1.4 TCX Right TCX Length 0-0 1/2 TCX Length 10-0 1/2 TCX Type R j i TCX Type IR '7 1/2 TCX Depth 7 1/2 TCX Depth BPL Length 1-4 1/4 . ; BPL Length 1-4 1/4 Clear Bearing 0-9 3/4 :Clear Bearing 0-9 3/4 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x :250 Total Load 0.001 (Total Load 0.001 Reqd TL Def L/80 0.01 I Reqd TL Def L/80 0.01 i Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.8375 Section Modulus 0.83751 Reqd SM 0.0000 Reqd SM j 0.0000 Mom of Inertia 1.5278 Mom of Inertia 1.5278, Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 1 Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM } Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Pegged or Butted Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/201411:02:41 AM Mark: G7 Job Number. 5814-0005 NEW MILLENNIUM Location: ITUKWILA, WA 111 f11Nr. SV STF AAS Geometry Base Length: 26-21/2 Working Length: 25-101/2 Variable Left End BC Panel 3-2 1/4 TC Panel 3-2 1/4 First Half 3-2 3/8 First Diag. 6-4 5/8 Joist Depth: 28.00 Right End 3-2 1/4 3-2 1/4 3-2 3/8 6-4 5/8 Depth Loads Load Type 28.00 Conc Load (lbs) Conc Load (lbs) Conc Load (lbs) Conc Load (lbs) Conc Load (lbs) Uniform (plf) Conc Load (lbs) Conc Load (lbs) 28.00 Category TL TL TL TL TL DL WL WL Conc Load (lbs) WL Conc Load (lbs) Conc Load (lbs) Stress Analysis Summary Int. Panel TC: 40.38 Member W2 W3 W4 W5 W5 W4 W3 W2 WL Max Panel BC: 80.50 TC Tension WL Reaction LE: 19,923.44 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 28G4N9.8K1.5 Effective Depth: 26.53 BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords Date Run: 8/1/2014 11:02:45 AM Mark: G8 IIIIIIIIIIIIIIIIIII1:1III111III1;111IIII IIIVII IIIILIIII1.1IIIILIIII1,1IIIIIIIIIIIIIIIIIIII Load1 Load2 Position 4,900.00 0.00 TC 9,800.00 9,800.00 9,800.00 25.00 TC 0.00 TC 0.00 TC 0.00 TC 0.00 TC 750.00 0.00 TC TC Compresion 4,900.00 25.00 750.00 1,500.00 1,500.00 1,500.00 Reaction RE: 19,923.44 BC Tension 0.00 TC 0.00 TC 0.00 TC 0.00 TC Direction Loc/Begin + 0-2 6-4 5/8 13-1 1/4 19-9 7/8 26-0 1/2 0-0 0-2 6-4 5/8 13-1 1/4 19-9 7/8 Minimum Shear. 4,980.86 BC Compresion Web Tension 26-0 1/2 Max TC Comp.: 49,691.45 Web Comp. Sp/End 0-2 6-2 5/8 6-8 5/8 6-8 5/8 6-2 5/8 26-2 1/2 0-2 6-4 5/8 13-1 1/4 19-9 7/8 26-0 1/2 Max BC Tension 57,189.49 Web Length PP Dist. 0-2 3-2 1/4 6-4 5/8 9-9 13-1 1/4 16-5 1/2 19-9 7/8 44.92 23-0 1/4 2,840.29 20,477.18 0.00 0.00 25,374.90 6,343.73 44.92 2,840.29 20, 477.18 42,042.29, 5,914.56 3,737.34 26,216.43 46.65 6,941 04 49, 691.45 42,042.29' 5,914.56 9,152.56 2,288.14 48.31 6,941.04 49,691.45 57,189.49 8,040.79 1,317.14 9,050.91 48.21 6,941.04 49, 691.45 57,189.49 8,040.79 1,317.14 9,050.91 48.21 6,941.04 49, 691.45 42,042.30' 5,914.56 9,152.56 2,288.14 48.31 2,840.29 20,477.18 42,042.30 5,914.56 3,737.34 26, 216.43 46.65 Standard Verticals Member Position 2,840.29 20,477.18 Max Tension 0.00 0.00 Max Comp. Length 993.83 26.53 993.83 26.53 V1 End Panel 0.00 V2 Interior 0.00 25,374.90 6,343.72 / 0 I Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:45 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: RI 111ninir. Chord Properties Chord 9 V STpr.Aq Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N9.8K1.5 Q Material G8 TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC Axial and Bending i K: 1.00 1 Top Chord 0.9485 Analysis Fy: 50,000.00 Check 0.7361 End Fb: 30,000.00 Panel 0.4403 LE First 1.4631 Mom of Inertia: 743.49 Panel LE Interior 0.7019 LL 360: 1,603.37 Panel 0.5140 First LL 240: 2,405.06 Panel 1.0000 RE End Panel A40B = 2.3750 x Max Bridg TC: 22-0 318 RE Gap Between 0.218 Max Bridg BC: 22-11 314 Chords: Length 36.25 38.38 40.38 38.38 36.25 1'1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 Miln Weld Len 2X: 0 7500 I Axial Load 20,477.18 20,477.18 49,691.451 20,477.18 20,477.18 Max Load Fillers TC: fa 8,621.97 8,621.97 20,922.71 8,621.97 8,621.97 59,512.55 I Maximum K Ur 75.32 79.73 51.85 79.73 75.32 Max Load no Fillers TC: Fcr 33,024.71 31,412.40 41,075.81 31,412.40 33,024.71 43 ,311'25 ' Fa 19,814.82 18,847.44 24,645.49 18,847.44 19,814.82 199..6998 6998 TC : 1 F'e 140,132.47 125,042.60 112,961.30 125,042.60 140,132.47 Cm 0.9692 0.9655 0.8759 0.9655 0.9692 BC Stress: 1.00 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 182.8299 Panel Point fb 425.74 425.74 405.52 425.74 425.74 ! TC Shear Stress: Mid Panel fb 123.99 64.05 85.53' 64.05 123.99 ' 15,371.65 Fillers 0 0 41 0 0 BC Shear Stress: ;19,400.12 1 ; Panel Point Stress 9,047.71 9,047.71 21,328.23 9,047.71 9,047.71 1 TC Bearing Capacity: 1 Mid Panel Stress Web Design Member Web Tension 0.4391 Allow Tension 0.4595 Web Comp 0.85221 Allow Comp 0.4595 Weld Qty 0.4391 4.94K < 6.42K 1 Material W2 25,374.90 28,766.82 6,343.73 8,239.73 9.11 x 0.188 1 C40BA = 1.125 x 2.014 x .218 W3 3,737.34 43,219.92 26,216.43 29,468.40 9.42 x 0.188 2 A36B = 2.0780 x 0.188 W4 9,152.56 10,795.89 2,288.14 2,498.83 4.78 x 0.129 1 C22BB = 1.125 x 1.110 x .129 11 W5 1,317.14 21,597.84 9,050.91 9,867.22 4.72 x 0.129 2 A22B = 1.5000 x 0.129 1 W5 1,317.14 21,597.84 9,050.91 9,867.22 4.72 x 0.129 2 A22B = 1.5000 x 0.129 W4 W3 9,152.56 3,737.34 10,795.89 43,219.92 2,288.14 26,216.43 2,498.83 29,468.40 4.78 x 0.129 9.42 x 0.188 1 2 C22BB = 1.125 x 1.110 x .129 A36B = 2.0780 x 0.188 W2 25,374.90 28,766.82 6,343.72 8,239.73 9.11 x 0.188 1 C40BA = 1.125 x 2.014 x .218 V1 0.00 4,826.79 993.83 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 993.831 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number.' 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 r71Nf: '"iV STF Mme+ TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N9.8K1.5 TCX Right TCX Length 0-0 1/2 , TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-4 3/8 1 BPL Length 1-4 3/8 Clear Bearing 0-9 1/2 Clear Bearing 0-9 1/2 BPL Material: 302025 = 3 x 2 x .250 BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00 Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8375 Section Modulus 0.8375 Reqd SM 0.0000 Reqd SM 0.0000 1 Mom of Inertia 1.5278 Mom of Inertia 1.5278 1 Reqd MI 0.0000 Reqd MI 0.0000 eat Type: Pegged or Bu t Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP ' Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM seat 1 ype: reggea or [tune Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:02:45 AM Mark: G8 0 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:49 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III_CIWG SVSTFMS Geometry ' Base Length: I Working Length: 1 22-10 22-6 Variable Left End ITUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.47 BC 3 @ Girder Load @ Diag Panel Length: 5-101/2 28G4N10.5K1.4 1G9 Shape: Parallel Chords BC Panel�2-9 1/4 2-9 1/4 IIIIIIIIIIIIIIIIIIIII;IIIIIIIIIIIIIIIIllllll;IIIIIIIIIIIIIIIIIIIIIIJIIIIIIIIII.11lllllll( I TC Panel 12-9 1/4 2-9 1/4 I First Half '2-9 1/4 2-9 1/4 ,I First Diag. 5-6 1/2 5-6 1/2 L '• i Depth 128.00 1 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 Conc Load (lbs) TL 5,250.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 10,500.00 0.00 TC + 5-6 1/2 5-4 1/2 Conc Load (lbs) TL 10,500.00 0.00 TC + 11-5 5-10 1/2 Conc Load (lbs) TL 10,500.00 0.00 TC + 17-3 1/2 5-10 1/2 Conc Load (lbs) TL 5,250.00 0.00 TC + 22-8 5-4 1/2 Uniform (plf) DL 25.00 25.00 TC + 0-0 22-10 ' . Conc Load (lbs) WL 700.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,400.00 0.00 TC - 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,400.00 0.00 TC - 11-5 11-5 Conc Load (lbs) WL 1,400.00 0.00 TC - 17-3 1/2 17-3 1/2 ,Conc Load Stress Analysis Int. Panel TC: 35.25 Member (lbs) TC Summary Max Panel 70.50 Tension BC: WL TC Reaction 21,281.25 Compresion LE: 700.00 BC Tension 0.00 Reaction RE: 21,281.25 ' BC Compresion TC Minimum 5,320.31 - Shear. Web Tension Max 46,037.89 Web 22-8 TC Comp.: Comp. Web 22-8 Max BC Tension 153,078.17 Length PP Dist. W2 2,303.05 18,887.70 0.00 0.00 24,752.85 6,188.21 40.95 0-2 W3 2,303.05 18,887.70 38,899.82 4,804.13 3,196.85 25,579.25 42.50 2-91/4 W4 5,648.30 46,037.89 38,899.82 4,804.13 8,926.55 2,231.64 44.08 5-61/2 W5 5,648.30 46,037.89 53,078.17 6,551.14 1,129.06 8,860.20 44.08 8-5 3/4 W5 5,648.30 46,037.89 53,078.17 6,551.14 1,129.06 8,860.20 44.08 11-5 W4 5,648.30 46,037.89 38,899.82 4,804.13 8,926.55 2,231.64 44.08 14-41/4 W3 2,303.05 18,887.70 38,899.82 4,804.13 3,196.85 25,579.2542.50 17-31/2 W2 Standard Verticals Member 2,303.05 Position 18,887.70 Max Tension 0.00 0.00 Max Comp. i Length 24,752.85 6,188.21 40.95 20-0 3/4 i 'I V1 End Panel 0.00920.761 26.471 V2 Interior 0.00 920.761 26.47. 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:49 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit 111 IlINF: Chord Properties Chord SVTFM"+ Area TUKWILA, Rx WA Rz Ryy Y Girder Load @ Diag Ix 28G4N10.5K1.4 Q Material G9 1 TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC Axial and Bending K: 1.00 Top Chord 1.0162 Analysis Fy: 50,000.00 Check 0.8183 End Fb: 30,000.00 Panel 0.4925 LE First 1.5555 Mom of Inertia: 768.81 Panel LE 0.7604 I LL 360: 12,521.57 Interior Panel 0.6804 ; First LL 240: 3,782.35 Panel 0.9652 RE End Panel A42A = 2.6250 x Max Bridg TC: 22-0 3/8 RE Gap Between .209 Max Bridg BC: 28-01/4 Chords: Length 31.25 33.25 35.251 33.25 31.25 1.1250 Bending Load 30.00 30.00 30.001 30.00 Min Weld Len 2X: 30.00 0 7500 Axial Load 18,887.70 18,887.70 46,037.891 18,887.70 18,887.70 Max Load Fillers TC: fa 7,952.71 7,952.71 19,384.38] 7,952.72 7,952.72 62,386.04 Maximum K Ur 64.93 69.08 73.24 69.08 64.93 Max Load no Fillers TC: Fcr 36,736.96 35,271.18 33,778.48: 35,271.18 36,736.96 48,986.06 Fa 22,042.18 21,162.71 20,267.091 21,162.71 22,042.18 TC 173.6520 F'e 188, 562.25 166, 560.30 148,196.02 166, 560.30 .6L/Ryy. 188, 562.25 Cm 0.9789 0.9761 0.9124 0.9761 BC Stress: 0.9789, 0.87 Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC URz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 143.1472 Panel Point fb 316.98 316.98 309.11 316.98316.981 TC spear stress: Mid Panel fb 92.06 48.05 65.19 48.05 92.06, 16,246.31 Fillers 0 0 0 0 ,,IBC BC Shear Stress: Panel Point Stress 8,269.69 8,269.69 19,693.48' 8,269.69 ,18,779.52 8,269.69 TC Bearing Capacity: Mid Panel Stress Web Design Member Web Tension 0.3637 Allow Tension 0.3773 Web Comp 0.95871 Allow Comp 0.3773 Weld Qty 0.3637 ' 5.29K < 6.79K Material W2 24,752.85 28,766.82 6,188.21 9,369.14 8.89 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 W3 3,196.85 37,626.54 25,579.25 26,106.90 9.79 x 0.176 2 A34A = 1.9380 x 0.176 W4 8,926.55 10,795.89 2,231.64 3,001.20 4.66 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,129.06 19,858.62 8,860.20 , 9,728.43 4.81 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,129.06 19,858.62 8,860.20, 9,728.43 4.81 x 0.124 2 A20B = 1.4370 x 0.124 W4 W3 8,926.55 3,196.85 10,795.89 37,626.54 2,231.64 3,001.20 25,579.25 26,106.90 4.66 x 0.129 9.79 x 0.176 1 2 C22BB = 1.125 x 1.110 x .129 A34A = 1.9380 x 0.176 W2 24,752.85 28,766.82 6,188.21 9,369.14 8.89 x 0.188 1 C4OBA = 1.125 x 2.014 x .218 V1 0.00 4,826.79 920.76 1,678.52 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 920.76 1,678.52 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM, Location: F11.111 flhNr. SVSTFMS 'TUK••ILAI WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N10.5K1.4 TCX Length 0.01 Reqd TL Def L/80 0-0 1/2 TCX Length ,0-0 1/2 TCX Type Reqd LL Def U120 R ;TCX Type i R TCX Depth 0.8375 7 1/2 i I TCX Depth7 1/2 11-3 BPL Length 1.5278, 1-3 � 1 BPL Length Clear Bearing 0.000Q 0-8 1/2 ' Clear Bearing 0-8 1/2 BPL Material: 302025 = 3 x 2 x .250 I BPL Material: 302025 = 3 x 2 x .250 Total Load 0.00 Total Load 0.00 ; Reqd TL Def L/80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00' Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.8375; Section Modulus 0.8375 Reqd SM 0.000Q Reqd SM 0.0000 Mom of Inertia 1.5278, Mom of Inertia 1.5278 Reqd MI 0.000Q Reqd MI 0.0000 Seat Type: Pegged or Butted Seat Type: Pegged or Butted Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 811/2014 11:02:49 AM Mark: G9 0 Job Number:Job 5814-0005 STRESS ANALYSIS - PAGE 1 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 12:57:12 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: Ft' I11. nlNr, 9VTFMS Geometry Base Length: Working Length: 23-6 3/4 23-2 3/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.04 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J1 BC Panel 283/8 283/8 TC Panel 1-10 3/8 1-10 3/8 11111111111111111,1111.11111111111-111[1111111:1,1111IIIIIIJI11,1111111111111111111111111111 First Half 1-1 1-1 - - - First Diag. 3-9 3/8 3-9 3/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-6 3/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-6 3/4 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 23-6 3/4 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 0-0 12-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-9 3/8 0-0 1 Conc Load (lbs) WL (1) 1,100.00 0.00 TC + 4-8 4-8 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 12-0 23-6 3/4 Conc Load (lbs) WL (1) 350.00 0.00 TC + 12-8 12-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-6 3/4 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 0-0 12-0 Conc Load (lbs) WL (2) 1,100.00 0.00 TC - 4-8 4-8 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 12-0 23-6 3/4 Conc Load (lbs) Stress Analysis ' Int. Panel TC: 24.00 Member TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,489.88 Compresion LE: 350.00 BC Tension 0.00 Reaction RE: 4,516.36 BC Compresion TC Minimum 1,129.09 - Shear. Web Tension Max 20,749.22 Web 12-8 TC Comp.: Comp. Web 12-8 Max BC Tension 22,623.01 Length PP Dist. W2 3,030.13 7,516.06 0.00 0.00 9,698.93 3,381.40 33.90 0-2 V1S 2,979.68 7,216.32 0.00 0.00 1,551.02 2,107.55 18.06 1-103/8 W3 2,979.68 7,216.32 10,043.41 4,210.93 1,883.10 4,844.44 19.88 2-8 3/8 W4 5,374.81 14,351.66 10,043.41 4,210.93 5,981.55 2,539.75 28.33 3-9 3/8 W5 5,374.81 14,351.66 17,948.48 6,136.57 2,215.82 4,637.09 28.33 5-9 3/8 W6 7,748.37 20,749.22 17,948.48 6,136.57 3,697.55 2,215.82 28.33 7-9 3/8 W7 * Symmetrical Standard Verticals Member 7,748.37 Joist Position 20,749.22 Max Tension 22,623.01 9,185.67 Max Comp. Length 2,092.87 2,567.22 28.33 9-9 3/8 V2 Interior 1,256.00 1,814.131 15.04_ 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:57:12 PM i , NEW NI 1 L L E N N I U N% Location: Joist Description: Mark: j AI IO-nlNr Chord Properties Chord `.. -rFM.. Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and_ Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 92.61 Panel LE Interior 0.4686 LL 360: 276.04 Panel 0.0956 First LL 240: 414.06 Panel 0.9950 RE End Panel A24B = Max Bridg TC: 14-11 3/4 RE 1.5940 x Gap Between 0.133 Max Bridg BC: 10-9 Chords: 1 Length 20.38 23.00 24.00 23.00 20.38 1.1250 BendingLoad 292.00 0.00 0.00 0.00 292.00 Min Weld Len 2X.• 0 5000 Axial Load 7,516.06 7,216.32 20,749.22 7,157.04 7,456.78 Max Load Finers TC: fa 8,727.43 8,379.38 24,093.38 8,310.54 8,658.59 22,261.66 Maximum K Lir 66.54 75.11 46.61 75.11 66.54 Max Load no Fillers TC: Fcr 36,171.69 33,098.36 42,656.07 33,098.36 36,171.69 16,651.95 Fa 21,703.02 19,859.02 25,593.64 19,859.02 21,703.02 238..3350 3350 TC : F'e 182, 788.28 143,445.83 131, 741.05 143,445.83 182, 788.28 Cm 0.9761 0.9708 0.8775 0.9710 0.97631 BC Stress: 0.97 Panel Point Moment 1082.19 1115.19 0.00 1155.84 1155.85 Bc L/Rz: Mid Panel Moment 575.79 510.36 0.00 483.25 737.13 162.9881 Panel Point fb 5540.40 5709.34 0.00 5917.50 5917.50 TC Shear Stress: Mid Panel fb 1230.56 1090.71 0.00 1032.78 1575.37 13,009.67 Fillers 0 0 4 0 0 BC Shear Stress: 14,487.82 Panel Point Stress 14,267.83 14,088.72 24,093.38 14,228.04 14,576.09 - - - Mid Panel Stress Web Design Member Web Tension 0.4408 Allow Tension 0.4567 Web Comp 0.9414 Allow Comp 0.4514 Weld Qty 0.4484 I Material ! W2 9,698.93 9,716.30 3,381.40 5,720.73 5.06 x 0.129 1 C22BB = 1.125 x 1.110 x .129 •' W3 1,883.10 7,865.88 4,844.44 4,912.27 3.20 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 5,981.55 7,865.88 2,539.75 4,150.69 3.95 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,215.82 9,029.40 4,637.09 5,098.74 2.65 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 3,697.55 5,787.30 2,215.82 2,580.59 2.77 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 V1 _ 2,092.87 1,551.02 5,787.30 4,826.79 2,567.22 2,107.55 2,580.59 3,122.82 2.00 x 0.090 2.00 x 0.077 1 1 C12BB = 1.125x 0.799 x .090 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 1,256.00 Joist 4,826.79 1,814.13 3,343.4.4 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number' '5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 MINI, SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-3 'TCX Length 0-0 TCX Type R TCX Type R I TCX Depth 2 1/2 1 I TCX Depth 2 1/2 BPL Length 0-7 1 BPL Length 0-4 Clear Bearing 0-7 1/8 1 T Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1953 Section Modulus 0.0000 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.2282 Mom of Inertia 0.0000 Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Seat Type: Lapped I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/2014 12:57:12 PM Mark: J1 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM NEW MI LL EN N I UNI 1 Location: Joist Description: Mark.• RIJII. nwr. S 'STFMS Geometry Base Length: Working Length: 1 17-91/4 117-51/4 Variable Left End , TUKWILA, Right Joist Depth: 14.00 End WA 1EffectiveDepth: 13.20 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 IJ11 Shape: Parallel Chords BC Panel 12-2 5/8 2-2 5/8 1 1 1 11.111111 111 1 1111111111 111111111 LI 11 f I I I IJ 11 I;1 I I IJ III 1 1111111 111111 1111111111 [ 11111 I TC Panel 1,1-4 5/8 1-4 5/8 First Half ' 0-10 0-10 ' First Diag. 3-0 5/8 3-0 5/8 I Depth 114.00 1 1 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin I j Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 17-9 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 17-9 1/4 :Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-10 5/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 17-9 1/4 Gross Uplift Stress Analysis I I Int. Panel TC: 120.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,926.96 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 2,934.11 , BC Compresion TC 1 Minimum 733.53 - Shear. Web Tension Max 13,308.91 Web 0-0 TC Comp.: Comp. Web 17-9 1/4 Max BC Tension (11,378.85 Length 1 PP Dist. W2 2,774.58 7,282.91 0.00 0.00 5,849.42 720.93 27.94 0-2 V1S 2,863.11 7,045.73 0.00 0.00 428.19 1,182.01 16.56 1-4 5/8 W3 2,863.11 7,045.73 5,999.94 801.62 351.28 2,861.62 16.56 2-2 5/8 W4 2,147.19 9,535.15 5,999.94 801.62 2,276.15 263.46 16.56 3-0 5/8 W5 2,147.19 9,535.15 8,500.00 1,119.81 263.46 2,213.42 16.56 3-10 5/8 W6 1,635.81 11,484.38 8,500.00, 1,119.81 1,627.95 175.64 16.56 4-8 5/8 W7 1,635.81 11,484.38 10,292.97 1,331.94 175.64 1,574.19 16.56 5-6 5/8 W8 1,384.97 12,805.43 10,292.97 1,331.94 988.72 114.85 16.56 6-4 5/8 W9 1,384.97 12,805.43 11,378.85 1,438.00 114.85 925.99 16.56 7-2 5/8 W10 " Symmetrical 1,438.00 Joist 13,308.91 11,378.85 1,438.00 340.53 920.26 16.56 8-0 5/8 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM NEW INA 1 L L E N N 1 U M. Location: Joist Description: Mark: HI111 nINr. Chord Properties Chord SYSTFMS Area !TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J11 TC 0.2981 0.4274 0.2555 0.7809 1 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC Axial and Bending K.' 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 48.47 Panel LE I 0.3969 LL 360: ! 341.49 Interior Panel 0.0480 I First LL 290: 512.24 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-1 3/8 RE Gap Between 0.102 Max Bridg BC: 15-1 1/8 Chords: Length 14.63 20.00 20.00, 20.00 14.63 0.5000 Bending Load 280.00 0.00 0.00 0.00 MWel 280.00 0i5000d Len 2X. I. Axial Load 7,282.91 7,045.73 13,308.91 7,045.73 7,282.91 Max Load Fillers TC: fa 4,697.44 11,817.74 22,322.90 11,817.74 4,697.44 !15,343.17 1 Maximum K L/r 57.24 78.28 46.79 78.28 57.24 Max Load no Filters TC: 11 Fcr 39,234.83 31,877.57 42,466.91 31,877.57 39,234.83 .11,517.28 Fa 23,540.90 19,126.54 25,480.14 19,126.54 23,540.90 Tc : 267..9707 9707 I F'e 1,130,132.00 130,709.38 130,709.40 , 130,709.38 1,130,132.00 Cm 0.9979 0.9548 0.8856 0.9548 BC Stress: 0.9979 0.73 Panel Point Moment 767.66 780.50 0.001 780.50 767.66 j Esc LJRz: Mid Panel Moment 298.69 392.58 0.001 392.58 298.69 ! 77.7001 Panel Point fb 656.92 6957.20 0.001, 6957.20 656.92 TC Shear Stress: Mid Panel fb 314.68 1452.92 0.00 1452.92 314.68 11,766.75 Fillers 0 0 3 0 0 BC Shear Stress: 13,424.78 Panel Point Stress 5,354.36 18,774.94 22,322.90 18,774.94 5,354.36 ' 1 Mid Panel Stress Web Design Member Web Tension 0.1104 Allow Tension 0.6665 Web Comp ; 0.8761 Allow Comp 0.6665 Weld Qty 0.1104 Material W2 5,849.42 6,776.60 720.93 2,059.06 2.22 x 0.177 1 R056 = round 9/16 V1S 428.19 7,529.55 1,182.01 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 351.28 7,529.55 2,861.62 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,276.15 5,947.89 263.461 2,341.68 2.00 x 0.170 1 R050 = round 1/2 i W5 263.46 5,947.89 2,213.42' 2,341.68 2.00 x 0.170 1 R050 = round 1/2 1 W6 W7 1,627.95 175.64 5,947.89 5,947.89 175.64 2,341.68 1,574.19 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 988.72 5,947.89 114.85 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 114.85 5,947.89 925.99 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 * Symmetrical 340.53 Joist 5,947.89 920.26 2,341.68 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA (11.111 flINr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. 'TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth ! 2 1/2 BPL Length 1-9 5/8 1 BPL Length i 1-9 5/8 Clear Bearing 0-5 3/8 ! Clear Bearing 10-5 3/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 ; Total Load 280.00 !Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 ' Reqd LL Def U120 0.001 Section Modulus 0.9492 ;Section Modulus 0.9492! Reqd SM 0.0000 i Regd SM 0.00001 Mom of Inertia1.3094 Mom of Inertia 1.3094' Reqd MI 0.0000 Reqd MI 0.0000 , Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 8:55:16 AM Mark: J11 �,7 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run 814/201412:53:19 PM NEW MILLENNIUM Location: Joist Description: Mark: FlI 111 ninir. SY TPMS Geometry Base Length: Working Length: 123-2 3/4 22-10 3/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.04 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J13 BC Panel 2-8 3/8 2-8 3/8 11 111 11 1.I I I I f 1 111111.1 I I I I I 111 I I.I 11111 I TC Panel 1-9 3/8 1-9 3/8 11111111 I LI I I I LI I1 I I I.I ( I I I I I I I I I I I I:I I I I I I I I I I I I I First Half 0-11 0-11 First Diag. 13-7 3/8 3-7 3/8 Depth Loads j I Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-2 3/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-2 3/4 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 23-2 3/4 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 0-0 12-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-7 3/8 0-0 ' Conc Load (lbs) WL (1) 750.00 0.00 TC + 4-5 4-5 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 12-0 23-2 3/4 ' Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 0-0 12-0 ' Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-2 3/4 • Conc Load (lbs) WL (2) 750.00 0.00 TC - 4-5 4-5 Conc Load Stress Analysis Int Panel TC' 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC SM (2) TC Reaction 4,442.24 Compresion LE. 1,000.00 BC Tension 0.00 Reaction RE. 4,479.96 BC Compresion TC Minimum '1,119.99 - Shear Web Tension Max 20,274.76 Web 12-0 TC Comp ' Comp. Web 23-2 3/4 Max BC Tension 22,057.72 Length PP Dist. ' W2 2,135.60 7,405.04 0.00, 0.00 9,640.35 3,394.43 33.90 0-2 V1S 2,082.65 7,090.53 0.00 0.00 1,613.52 2,149.68 18.64 1-9 3/8 W3 2,082.65 7,090.53 9,457.67 2,803.10 1,689.31 4,546.25 18.64 2-8 3/8 W4 4,422.75 13,859.45 9,457.67 2,803.10 6,009.39 2,567.55 28.33 3-7 3/8 i W5 4,422.75 13,859.45 17,465.15 6,046.39 2,236.50 4,656.03 28.33 5-7 3/8 W6 7,670.04 20,274.76 17,465.15 6,046.39 3,716.49 2,236.50 28.33 7-7 3/8 W7 " Symmetrical Standard Verticals Member 7,670.04 Joist Position 20,274.76 Max Tension 22,057.72 8,986.25 Max Comp. Length 2,078.80 2,553.28 28.33 9-7 3/8 V2 Interior 1,256.00 1,812.22; 15.04; 0 ; Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:53:19 PM NEW M I L L E N N 1 U M Location: Joist Description: Mark: Fl 1IILOIN❑ 1 Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J13 1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 I BC ' Axial and Bending ' K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 92.61 Panel LE 0.4686 LL 360: 1288.27 Interior Panel 0.0956 First LL 240: 432.41 Panel 0.9950 RE End Panel A24B = Max Bridg TC: 15-01/8 RE 1.5940 x ! Gap Between 0.133 Max Bridg BC: 10-101/2 Chords: Length 19.38 22.00 24.00 22.00 19.381 1.1250 BendingLoad 292.00 0.00 0.00 0.00 292.00 0 Min Weld Len 2X' 0 50.00 Axial Load 7,354.05 7,039.54 20,274.76 7,090.53 7,405.04 - -- - Max Load Fillers TC: fa 8,539.31 8,174.11 23,542.46 8,233.31 8,598.51 22,261.66 Maximum K Ur 63.28 71.85 46.61 71.85 63.28 Max Load no Fillers TC: Fcr 37,310.53 34,280.51 42,656.07 34,280.51 37,310.53 16,651.95 Fa 22,386.32 20,568.30 25,593.64 20,568.30 22,386.32 234..9149 9149 TC : F'e 202,143.67 156,782.73 131,741.05 156,782.73 202,143.67 .- I Cm 0.9789 0.9739 0.8803 0.9737 BC Stress: 0.9787 10.95 'Panel Point Moment 963.02 1076.35 0.00 1057.41 1036.35 Bc URz: Mid Panel Moment 514.47 452.48 0.00 425.29 669.49 162.9881 Panel Point fb 4930.30 5510.53 0.00 5413.53 5305.71 TCShearStress: Mid Panel fb 1099.50 967.03 0.00 908.92 1430.82 12,931.08 Fillers 0 0 4 0 0 j BC Shear Stress: 114,400.30 Panel Point Stress 13,469.61 13,684.64 23,542.46 13,646.84 13,904.22 - yid Panel Stress Web Design I Member Web Tension 0.4158 Allow Tension 0.4280 Web Comp 0.9199 Allow Comp 0.4290 Weld Qty 0.4288 Material W2 9,640.35 9,716.30 3,394.43 5,720.73 5.03 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,689.31 7,865.88 4,546.25 5,041.80 3.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 6,009.39 7,865.88 2,567.55 4,150.69 3.97 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,236.50 9,029.40 4,656.03 5,098.74 2.66 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 3,716.49 5,787.30 2,236.50 2,580.59 2.78 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 _ V1 2,078.80 1,613.52 5,787.30 4,826.79 _ 2,553.28, 2,580.59 2,149.68 3,084.26 2.00 x 0.090 2.00 x 0.077 1 1 C12BB = 1.125 x 0.799 x .090 C10AB = 1.125 x 0.756 x .077 V2 _ 1" Symmetrical I I I 1,256.00 Joist 4,826.79 1,812.22 3,343.44 2.00 x 0.077 - 1 C10AB = 1.125 x 0.756 x .077 1 II i l Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 111111 IIINf.. SYSTRMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R TCX Type R :TCX Depth 2 1/2 l! ,TCX Depth 2 1/2 'BPI_ Length 0-7 BPL Length 0-4 'Clear Bearing 0-7 Clear Bearing 0-4 'BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00, Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00' Live Load 170.00, Live Load 1 170.00' Reqd LL Def U120 0.03 Reqd LL Def U120 0.00 Section Modulus 0.1953 Section Modulus 0.0000 Reqd SM 0.0097 1 1 Reqd SM 0.0000 Mom of Inertia 0.2282 Mom of Inertia 1 0.0000' Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+I13 Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:53:19 PM Mark: J13 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 I Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:21 PM NEW M I L L E N N 1 U M Location: Joist Description: Mark: RI111 °w-. SYSTEMS Geometry Base Length: 18-01/2 I. ! Variable 1 Working Length: 17-81/2 Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.21 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J14 BC Panel 2-4 1/4 2-4 1/4 • TC Panel 1-6 1/4 1-6 1/4 First Half 0-10 0-10 I 'First Diag. 3-2 1/4 3-2 1/4 Depth 14.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End � Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-0 1/2 ' Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-0 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 1/4 0-0 i Conc Load (lbs) WL (1) 350.00 0.00 TC + 5-5 1/4 5-5 1/4 'Conc Load (lbs) WL (1) 350.00 0.00 TC + 1 13-5 1/4 13-5 1/4 "Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-0 1/2 Conc Load (lbs) WL (2) 350.00 0.00 TC - 5-5 1/4 5-5 1/4 !Conc Load Stress Analysis Int. Panel TC: 120.00 Member (lbs) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,965.08 Compresion LE: 350.00 BC Tension Reaction 2,972.12 0.00 RE: BC Compresion TC Minimum 743.03 - Shear: Web Tension Max 11,706.74 Web 13-5 1/4 TC Comp.: Comp. Web 13-5 1/4 Max BC 11,706.74 Length Tension PP Dist. W2 1,411.09 5,047.94 0.00 0.00 6,191.36 1,579.60 29.38 0-2 V1S 1,363.05 4,727.70 0.00 0.00 418.77 1,207.08 16.57 1-61/4 W3 1,363.05 4,727.70 6,330.48. 1,852.57 810.90 2,853.78 16.57 2-41/4 W4 2,249.33 7,579.89 6,330.48 1,852.57 2,306.81 681.77 16.57 3-2 1/4 W5 2,249.33 7,579.89 8,829.30 2,646.09 681.77 2,253.81 16.57 4-0 1/4 ii W6 2,771.59 9,725.35 8,829.30 2,646.09 1,630.06 308.61 16.57 4-10 1/4 W7 2,771.59 9,725.35 10,621.39 2,957.89 308.61 1,568.23 16.57 5-81/4 W8 2,998.42 11,164.07 10,621.39 2,957.89 982.86 231.54 16.57 6-61/4 W9 2,998.42 11,164.07 11,706.74 3,038.96 231.54 932.02 16.57 7-41/4 , W10 " Symmetrical i 3,026.48 Joist 11,706.74 11,706.74 3,038.96 900.20 932.02 16.57 8-2 1/4 1 I I 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/2014 12:54:21 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111 f'IW6 Chord Properties Chord g.VTRMG Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J14 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 45.39 Panel LE 0.3969 LL 360: 305.36 Interior Panel 0.0480 First LL 240: 458.04 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-01/2 RE Gap Between 0.102 Max Bridg BC: 10-4 5/8 Chords: Length 16.25 20.00 20.001 20.00 16.25 0.5000 , ' Bending Load 280.00 0.00 0.00; 0.00 1, Min Weld Len 2x 280.00 ' 0 5000 I Axial Load 5,047.94 4,727.70 11,706.74' 4,727.69 5,047.94 Max Load Fillers TC: fa 9,718.78 9,102.22 22,538.97 9,102.22 9,718.78, 12,829.47 I Maximum K Ur 63.13 77.70 46.53, 77.70 63.13' Max Load no Fillers TC: Fcr 35,932.97 31,173.78 40,759.98'1 31,173.78 35,932.971 9,812.15 , Fa 21,559.78 18,704.27 24,455.991 18,704.27 21,559.78 ' i 27 273.5831 F'e 200,227.55 132,181.47 132,181.47 132,181.47 , i .583.1 200,227.55' Cm 0.9757 0.9656 0.88581 0.9656 BC Stress: 0.9757 0.75 Panel Point Moment 774.10 778.77 0.00 , 778.77 774.10 ' BC URz: Mid Panel Moment 426.58 390.23 0.00 390.23 426.58 , 77.7001 ' Panel Point fb 7886.95 7934.51 0.00 7934.51 7886.95. , TC Shear Stress: Mid Panel fb 1763.62 1613.37 0.00 1613.37 1763.62 13,641.69 Fillers 0 0 3 0 0 BC Shear Stress: 13,641.69 Panel Point Stress 17,605.73 17,036.73 22,538.97 17,036.73 17,605.73 Mid Panel Stress Web Design I Member Web Tension 0.5094 Allow Tension 0.5417 Web Comp • 0.92161 Allow Comp 0.5417 Weld Qty 0.5094 Material W2 6,191.36 6,776.60 1,579.60 1,863.34 2.35 x 0.177 1 R056 = round 9/16 V1S 418.77 7,529.55 1,207.08 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 810.90 7,529.55 2,853.78, 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,306.81 5,947.89 681.77 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 681.77 5,947.89 2,253.81 I 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 W7 1,630.06 308.61 5,947.89 5,947.89 308.61, 2,342.46 1,568,23 2,342.46 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 982.86 5,947.89 231.541 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W9 231.54 5,947.89 932.02 I 2,342.46 2.00 x 0.170 1 R050 = round 1/2 i W10 * Symmetrical 900.2.0 Joist 5,947.89 932.02 2,342.46 2.00 x 0.170 1 R050 = round 1/2 Job Number. 15814-0005 NEW MILLENNIUM ILocatio�/n�:1 w AI111. CIINC SYSTFMS I TUKWILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 • 1 Vn LGIL 1 Vn F 191 Il TCX Length 0-0 TCX Length 10-0 TCX Type R TCX Type IR TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 0-4 BPL Length I0-4 Clear Bearing 0-5 1/2 Clear Bearing 10-5 1/2 BPL Material: A28B = 1.7350 Total Load x 0.150 ] 280.00 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Morn of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped _ 1 'Seat Type: Lapped 1 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:54:21 PM Mark: J14 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:54:51 PM NEW MILLENNIUM! Location: TUKWILA, WA R1111 raimn SYSTFMS Geometry Base Length: 23-2 3/4 Variable BC Panel TC Panel First Half First Diag. Depth Loads Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Conc Load (lbs) 1Conc Load (lbs) Gross Uplift (plf) Conc Load (lbs) 'Conc Load (lbs) Working Length: 22-10 3/4 Left End 2-8 3/8 1-9 3/8 0-11 3-7 3/8 16.00 Joist Depth: 16.00 Right End 2-8 3/8 1-9 3/8 0-11 3-7 3/8 16.00 Category Load1 Effective Depth: 15.16 Load2 Joist Description: Short Span Crimp 16KA280/170 BC Panel Length: 5 @ 4-0 • Shape: Parallel Chords Position Direction Mark: J15 Loc/Begin Sp/End 23-2 3/4 23-2 3/4 0-0 4-8 12-8 23-2 3/4 4-8 12-8 12-8 DL(1) 110.00 110.00 TC LL (1) 170.00 170.00 TC CL(1) 500.00 0.00 TC WL (1) 1,100.00 0.00 TC WL (1) 350.00 0.00 TC WL (2) 42.00 42.00 TC WL (2) 1,100.00 0.00 TC 0-0 0-0 11-7 3/8 4-8 12-8 0-0 4-8 Stress Analysis Summary Int. Panel TC: 24.00 Member WL (2) Max Panel BC: 48.00 TC Tension Reaction LE: 3,990.83 TC Compresion 350.00 Reaction RE: 3,699.92 BC Tension BC 0.00 TC Minimum Shear. 997.71 Compresion Web Tension Max TC Comp.: 16,432.44 Max BC Tension 17,136.31 Web Comp. Web Length PP Dist. W2 V1 S W3 W4 W5 W6 W7 " Symmetrical Joist 2,985.13 7,132.42 0.00 0.00 8,506.44 2,932.59 6,835.29 0.00, 0.00 402.08 2,932.59 6,835.29 9,121 081 3,961.07 1,751.09 5,252.10 12,768.40 9,121.081 3,961.07 4,629.36 5,252.10 12, 768.40 14,976.471 5,493.91 1,155.99 5,602.72 16,432.44 14,976.471 5,493.91 2,534.01 3,336.16 1,284.62 4,099.94 1,526.94 3,423.55 998.68 33.95 18.73 18.73 28.39 28.39 28.39 5,602.72 Standard Verticals Member i Position V2 I Interior 16,432.44 Max Tension 662.65 17,136.31 5,578.53 Max Comp. Length 1,481.80 15.16. 713.28 1,868.42 0-2 1-9 3/8 2-8 3/8 3-7 3/8 5-7 3/8 7-7 3/8 28.39 9-7 3/8 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:51 PM NEW MILLENNIUM Location: Joist Description: Mark: RI III flHNr. Chord Properties Chord SVSTFMS Area 1 , TUK ILA, Rx w WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J15 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 11 BC Axial and Bending K: 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 LL 360: 232.58 Interior Panel 0.0545 I First LL 240: 348.88 Panel 0.9962 RE End Panel A18B = Max Bndg TC: 14-21/8 RE 1.3750 x ' Gap Between 0.118 I' Max Bridg BC: 11-2 Chords: 1 Length 19.38 22.00 24.001 22.00 19.38 1.1250 1 Bending Load 280.00 0.00 0.001 0.00 280.00 015000d Len 2xMn Axial Load 7,132.42 6,835.29 16,432.441 6,121.18 6,471.49 iMax Load Fillers TC: fa 10,006.20 9,589.35 23,053.361 8,587.52 9,078.97 1 17,689.38 • ' Maximum K L/r 69.27 78.66 51.48; 78.66 69.27 1 Max Load no Fillers TC Fcr 35,038.84 31,679.89 40,951.73 31,679.89 35,038.84 112,564.67 Fa 21,023.30 19,007.94 24,571.04 19,007.94 21,023.30 Tc I 248.7006 I I F'e 165,713.86 128,527.75 107,999.01 1 128,527.75 165,713.86 .7006 - Cm 0.9698 0.9627 0.8570 0.9666 0.9726 BC Stress: 0.96 Panel Point Moment 920.43 1032.90 0.00 1 1013.95 993.76 1 Bc URz: Mid Panel Moment 488.84 435.00 0.001 407.81 641.98 i 187.8669 Panel Point fb 6300.48 7070.36 0.00 6940.66 6802.42 TC Shear Stress: Mid Panel fb 1384.52 1232.05 0.00 1155.03 1818.26 13,531.70 Fillers 0 0 6 0 0 BC Shear Stress: 16,339.62 Panel Point Stress 16,306.68 16,659.70 23,053.36, 15,528.18 15,881.39 ,1Mid Panel Stress Web Design Member Web Tension 0.5205 Allow Tension 0.5449 I Web Comp ; 0.93821 Allow Comp 0.4893 Weld Qty 0.4899 Material W2 8,506.44 9,716.30 3,336.161 5,628.26 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,751.09 7,865.88 4,099.94 4,989.27 2.71 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,629.36 4,826.79 1,526.94 1,924.18 4.05 x 0.077 1 C10AB = 1.125 x 0.756 x .077 11 W5 1,155.99 7,865.88 3,423.55 4,094.98 2.26 x 0.102 1 C16BB = 1.125 x 1.025 x .102 I W6 2,534.01 4,826.79 998.68 1,924.18 2.22 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 713.28 402.08 4,826.79 4,826.79 1,868.42 1,284.62 1,924.18 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 1 V2 , * Symmetrical 6.62.6.5 Joist 4,826.79 1,481.80 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .0.77 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS ' NEW MILLENNIUM Location: TUKWILA, WA RI ill nINr: SVSTFM'-+ TCX Design TCX Left Joist Description: Short Span Crimp 16KA280/170 TCX Right : TCX Length 0-3 TCX Length 0-0 TCX Type R 1 TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-7 BPL Length 0-4 Clear Bearing 0-7 1/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 , Total Load 280.00 Reqd TL Def L/80 0.04; Reqd TL Def U80 0.00 Live Load 170.001 Live Load 170.00 Reqd LL Def U120 0.031,Reqd LL Def U120 0.00 Section Modulus 0.1461 :Section Modulus 0.00001 Reqd SM 0.0097 1 Regd SM 0.0000 Mom of Inertia 0.1550,1',Mom of Inertia 0.0000 Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Load Combinations I Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL ' Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:54:51 PM Mark: J15 „, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run. 8/1/201410:43:37 AM 11 NEW MILLENNIUM Location: Joist Description: Mark: RIJII nlNr. SY Geometry Base Length: ,18-1 1/2 Variable TFM4 Working Length: 17-91/2 Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.21 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J16 BC Panel 2-4 3/4 2-4 3/4 1111111'1111 1111,1111 1111,11 I IJ 111:1 I 1 IJ 111:11 U111,111 IJ 111,111 IJ 11 F1111111111111111,1111111 TC Panel 1-6 3/4 1-6 3/4 1 I First Half ;0-10 0-10 1, First Diag. 3-2 3/4 3-2 3/4 Depth 14.00 Loads Load Type Category 14.00 Loadl Load2 Position I Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-1 1/2 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-1 1/2 ,Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 18-1 1/2 Conc @any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 3/4 0-0 I Gross Uplift Stress Analysis Int. Panel TC: 120.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,083.50 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,090.54 ; BC Compresion TC , Minimum I 772.64 - Shear. Web Tension Max 12,237.95 Web 0-0 TC Comp.: Comp. Web 18-1 1/2 Max BC Tension 12,237.95 Length I PP Dist. , W2 697.43 5,355.17 0.00 0.00 6,521.06 777.79 29.83 0-2 V1S 648.73 5,016.60 0.00 0.00 392.85 1,240.05 16.57 1-6 3/4 W3 648.73 5,016.60 6,679.96 860.75 351.22 2,954.13 16.57 2-4 3/4 W4 1,019.77 7,974.80 6,679.96. 860.75 2,343.68 263.41 16.57 3-2 3/4 W5 1,019.77 7,974.80 9,269.65, 1,178.78 263.41 2,290.68 16.57 4-0 3/4 W6 1,284.79 10,195.98 9,269.65j 1,178.78 1,680.23 175.61 16.57 4-10 3/4 W7 1,284.79 10,195.98 11,122.32 1,390.80 175.61 1,618.40 16.57 5-8 3/4 , 1 W8 I 1,443.81 11,680.13 11,122.32 1,390.80 1,007.95 117.16 16.57 6-6 3/4 . W9 1,443.81 11,680.13 12,237.95 1,496.81 117.16 969.15 16.57 7-4 3/4 W10 " Symmetrical I 1 1,496.81 Joist 12,237.95 12,237.95 1,496.81 344.50 969.15 16.57 8-2 3/4 G,, Job Number. • 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:43:37 AM NEW IVILLENNIUM ; Location: Joist Description: Mark: Fit Ill r1INf: Chord Properties Chord SVTFM Area ;TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J16 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 45.39 Panel LE 0.3969 LL 360: 301.09 Interior Panel 0.0480 1 First LL 240: 451.64 Panel 0.9471 RE End Panel A16B = 1.3750 Max Bridg TC: 10-0 3/8 RE x Gap Between 0.102 Max Bridg BC: 14-9 5/8 Chords: Length 16.75 20.00 20.001 20.00 16.75 0.5000 1 1 Bending Load 292.00 0.00 0.001 0.00 292.00 015000d Len 2x: Axial Load 5,355.17 5,016.60 12,237.95 5,016.60 5,355.17 Max Load Fillers TC: fa 10,310.30 9,658.45 23,561.71 9,658.45 10,310.30 12,829.47 Maximum K L/r 65.07 77.70 46.53 77.70 65.071 Max Load no Fillers TC: Fcr 35,318.61 31,173.78 40,759.98 31,173.78 35,318.61' 9,812.15 21,191.17 18,704.27 24,455.99 18,704.27 21,191.17 274..8706 8706 : TCOAL/RyFa 27 F'e 188,452.09 132,181.47 132,181.47, 132,181.47 188,452.09 • Cm 0.9726 0.9635 0.8806 0.9635 BC Stress: 0.9726 0.79 'Panel Point Moment 831.90 831.90 0.00 831.90 831.90 ' BC L/Rz: Mid Panel Moment 481.26 397.96 0.00 397.96 481.26 i 77.7001 Panel Point fb 8475.83 8475.81 0.00 8475.81 8475.83 TC Shear Stress: Mid Panel fb 1989.69 1645.32 0.00' 1645.32 1989.69 14,193.98 Fillers 0 0 5 0 0 I BC ShearStress: 14,193.98 1, Panel Point Stress 18,786.12 18,134.26 23,561.71 18,134.26 18,786.121 Mid Panel Stress Web Design Member Web Tension 0.5532 Allow Tension 0.5729 Web Comp 0.9634 Allow Comp 0.5729 Weld Qty 0.55321 Material W2 6,521.06 6,776.60 777.79 1,807.86 2.47 x 0.177 1 R056 = round 9/16 V1S 392.85 7,529.55 1,240.05 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 351.22 7,529.55 2,954.13: 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,343.68 5,947.89 263.41 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 263.41 5,947.89 2,290.681 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 1 W7 1,680.23 175.61 5,947.89 5,947.89 175.61 1,618.40 2,342.46 2,342.46 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,007.95 5,947.89 117.16 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W9 117.16 5,947.89 969.15 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W10 Symmetrical 344.50 Joist 5,947.89 969.15 2,342.46 2.00 x 0.170 1 R050 = round 1/2 G7 R1.111 rm'jr. SVSTPMS TCX Design TCX Left 1 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 10-0 :TCX Type R 1 TCX Type R TCX Depth 2 1/2 1 TCX Depth 12 1/2 BPL Length 0-41 BPL Length 0-4 Clear Bearing 0-5 5/8 , Clear Bearing :,0-5 5/8 1 ; BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load i 280.001 , Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001' Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.001 Section Modulus 0.0000' Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 , Seat Type: Lapped I Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM 1 Case 3e: DL+CL+TL+LL 'Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:43:37 AM Mark: J16 Job Number. ;5814-0005 NEW MILLENNIUMLocation: TUKWILA, WA RI 111 OINC SV•iTFMS Geometry Base Length: 18-1 1/2 Variable BC Panel TC Panel First Half First Diag. Depth ' Working Length: 17-9112 Left End 2-4 3/4 1-6 3/4 0-10 3-2 3/4 ,14.00 Loads Load Type Uniform (plf) Uniform (plf) Conc anywhere (lbs) Conc @ any pp (lbs) Uniform (plf) Conc @ any pp (lbs) Gross Uplift (plf) Conc @ any pp (lbs) Joist Depth: 14.00 Right End 2-4 3/4 1-6 3/4 0-10 3-2 3/4 14.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Effective Depth: 12.88 BC Panel Length: 8 © 1-8 Shape: Parallel Chords Date Run: 8/1/2014 10:48:30 AM Mark: J16A 1 1 11111.1 II I I I I I;I I I I I I 11,1 I I I I I 11;1 I I I I I I I:I I I II I I LI II I I I 11,1 I II I I I I:I I II I I 11.1 II I I II I I I I I I I I, Load1 Load2 Position Direction Loc/Begin LL (1) 170.00 170.00 TC 0-0 DL (1) 110.00 110.00 TC 0-0 CL (1) 2,200.00 0.00 TC 9-0 3/4 CL (1) 500.00 0.00 TC 9-0 3/4 Sp/End 18-1 1/2 18-1 1/2 0-0 0-0 18-1 1/2 0-0 18-1 1/2 0-0 CL (1) 12.00 12.00 TC 0-0 SM (1) 1,000.00 0.00 TC 9-0 3/4 WL (2) 42.00 42.00 TC 0-0 Stress Analysis Summary Int. Panel TC: 20.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 SM (2) Max Panel BC: 20.00 TC Tension Reaction LE: 5,572.33 TC Compresion 1,000.00 1,038.75 7,833.00 1,038.75 7,536.28 1,038.75 7,536.28 1,815.39 12,476.35 1,815.39 12,476.35 2,592.03 16,770 52 2,592.03 16,770.52 3,368.67 20,418.78 3,368.67 20,418.78 * Symmetrical Joist 3,756.99 22, 081.43 0.00 TC 9-0 3/4 Reaction RE: Minimum Shear Max TC Comp.: Max BC Tension 5,620.92 1,405.23 22,081.43 22,081.44 BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 0-2 1-6 3/4 2-4 3/4 3-2 3/4 4-0 3/4 4-10 3/4 5-8 3/4 6-6 3/4 7-4 3/4 22,081,44 3,756.99 2,573.34 2,111.46 16.30 8-2 3/4 0.00 0.00 10,167.80 0.00 0.00 1,427.07 10,167.80 1,427.07 14,784.91 2,203.71 14, 784.91 18,756.13 18,756.13 22,081.44 2,203.71 2,980.35 2,980.35 3,756.99 12,558.41 4,448.27 1,034.33 5,147.98 927.33 4,252.31 1,200.65 3,295.13 1,854.01 2,273.18 29.69 4,943.63 16.30 5,674.49 16.30 1,034.33 16.30 4,778.83 16.30 927.33 3,821.64 1,458.11 2,925.98 16.30 16.30 16.30 16.30 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:48:30 AM NEW MILLENNIUM Location: Joist Description: Mark: FlI IILOINr: Chord Properties Chord SYSTEMS Area TUKWNILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J16A TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 BC Axial and Bending I K: ;1.00 I Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 0.8992 Mom of Inertia: 87.44 Panel LE 0.4686 ; LL 360: 1580.04 Interior Panel 0.0956 f First LL 240: 870.06 Panel 0.9950 RE End Panel A24B = Max Bridg TC: 15-01/4 RE 1.5940 x 0.133 1MaxBridg BC: 13-2 5/8 Gap Between Chords: Length 16.75 20.00 20.00 20.00 16.75 0.5625 Bending Load 292.00 0.00 0.001 0.00 292.00 Min Weld Len 2X 0.5000 Axial Load 7,833.00 7,536.28 22,081.43 7,536.28 7,833.00 Max Load Fillers TC: fa 4,844.75 4,661.23 13,657.49 4,661.23 4,844.75 38,645.53 Maximum K L/r 40.79 48.71 48.71 48.71 40.79 Max Load no Fillers TC: Fcr 44,271.68 42,036.82 42,036.82 42,036.82 44,271.68 34,881.05 'Fa 26,563.01 25,222.09 25,222.09 25,222.09 26,563.01 18 183.6607 F'e 483, 588.53 339,192.03 339,192.03 339,192.03 483, 588.53 .6URyy Cm 0.9950 0.9931 0.9730 0.9931 0.9950 BC Stress: 0.95 Panel Point Moment 7923.51 7350.42 6518.52 7350.42 7923.51 BCURz: i Mid Panel Moment 6891.32 5897.96 5500.00 5897.96 6891.32 67.9117 Panel Point fb 16165.45 14996.23 13299.00 14996.23 16165.45 TC Shear Stress: Mid Panel fb 5893.23 5043.74 4703.42 5043.74 5893.23 8,745.53 _ Fillers 0 0 0 0 0 BC Shear Stress: 18,412.37 1 Panel Point Stress 21,010.20 19,657.46 26,956.50 19,657.46 21,010.20 1 1 Mid Panel Stress Web Design 1 Member Web Tension 0.2900 Allow Tension 0.2633 Web Comp 0.6869 Allow Comp 0.2633 Weld Qty 0.2900 Material W2 12,558.41 14,139.49 2,273.18 8,402.22 4.08 x 0.207 1 R081 = round 13/16 V1S 4,448.27 11,247.36 4,943.63 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W3 1,034.33 11,247.36 5,674.49 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W4 5,147.98 11,247.36 1,034.33 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W5 927.33 11,247.36 4,778.83 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W6 W7 4,252.31 1,200.65 7,529.55 7,529.55 927.33 3,821.64 4,069.37 4,069.37 2.00 x 0.177 2.00 x 0.177 1 1 R056 =_round 9/16 _ R056 = round 9/16 W8 3,295.13 7,529.55 1,458.11 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W9 1,854.01 7,529.55 2,925.98 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W10 * Symmetrical 2,573.34 Joist 7,529.55 2,111.4.6 4,069.37 2.00 x 0.177 1 R056 = round 9/16 Job Number. 5814-0005 NEW MILLENN I UMC Locati`onn:,w R1111. r111,111SYSTFMS TUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R j TCX Type R TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-4 7/8 (Clear Bearing 0-4 7/8 1 BPL Material: A28B = 1.7350 x 0.150 'BPL Material: A28B = 1.7350 x 0.150 ' Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 ,Reqd LL Def U120 0.001 Reqd LL Def L/120 0.00 0.00001 Section Modulus 0.00001 , Section Modulus Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 0.00001' Mom of Inertia 0.0000 Reqd MI I 0.0000 ,Reqd MI 0.0000 Seat Type: Lapped •I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL (Case 3f: DL+CL+TL+SL 1 Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:48:30 AM Mark: J16A 0I Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:10:26 PM NEW MILLENNIUM Location: Joist Description: Mark: 1 RI III . nitgn SYSTFMS Geometry I Base Length:Working Length: 11 18-1 1/2 117-91/2 Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.21 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J17 1 BC Panel 2-4 3/4 2-4 3/4 TC Panel ' 1-6 3/4 1-6 3/4 First Half 10-10 0-10 !First Diag. 13-2 3/4 3-2 3/4 Depth 114.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End l It Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-1 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-1 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 3/4 0-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 5-2 5-2 Conc Load (lbs) WL (1) 350.00 0.00 TC 1 + 13-2 13-2 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-1 1/2 Conc Load (lbs) WL (2) 350.00 0.00 TC - 5-2 5-2 1 Conc Load Stress Analysis Int. Panel TC: 120.00 Member (lbs) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,976.75 Compresion LE: 350.00 BC Tension Reaction 2,983.79 0.00 RE: BC Compresion TC Minimum 745.95 j - Shear. Web Tension Max 11,810.29 Web 13-2 TC Comp.: Comp. Web 13-2 Max BC Tension 11,810.29 Length I PP Dist. ,' 11 W2 1,414.68 5,155.90 0.00 0.00 6,298.83 1,577.68 29.83 0-2 1 V1S 1,365.98 4,831.25 0.00 0.00 415.89 1,214.87 16.57 1-6 3/4 W3 1,365.98 4,831.25 6,434.03 1,846.13 795.38 2,853.78 16.57 2-4 3/4 1W4 2,273.28 7,683.44 6,434.03 1,846.13 2,334.99 707.57 16.57 3-2 3/4 W5 2,273.28 7,683.44 8,932.85 2,700.42 707.57 2,281.99 16.57 4-0 3/4 11 W6 2,819.48 9,828.90 8,932.85 2,700.42 1,630.06 241.81 16.57 4-10 3/4 W7 2,819.48 9,828.90 10,724.94 2,957.15 241.81 1,568.23 16.57 5-8 3/4 W8 3,007.05 11,267.62 10,724.94 2,957.15 982.86 228.20 16.57 6-6 3/4 W9 3,007.05 11,267.62 11,810.29 3,056.95 228.20 935.68 16.57 7-4 3/4 W10 * Symmetrical 3,053.85 Joist 11, 810.29 11, 810.29 3,056.95 900.40 935.68 16.57 8-2 3/4 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 814/20141:10:26 PM NEW MILLENNIUM Location.: Joist Description: Mark: 8,111 ninon Chord Properties Chord riVriTFMr+ Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J17 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K. 1.00 Top Chord 0.2597 Analysis Fy 50,000.00 Check 0.4298 End Fb' 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia' 45.39 Panel LE 0.3969 LL 360' 301.09 Interior Panel 0.0480 I LL 240' 1451.64 First Panel 0.9471 RE 1 110-0 End Panel A16B = 1.3750 x Max Bridg TC' 3/8 RE Gap Between 0.102 Max Bridg BC: 10-41/4 Chords: Length 16.75 20.00 20.00 20.00 0.5000 16.75 i Bending Load 280.00 0.00 0.00 0.00 280.00 Min weld Len 2X: 0 5000 'Axial Load 5,155.90 4,831.25 11,810.29. 4,831.25 5,155.90. Max Load Fillers TC: ' fa 9,926.65 9,301.59 22,738.33, 9,301.59 9,926.6512,829.47 Maximum K L/r 65.07 77.70 46.53 r 77.70 65.07' Max Load no Fillers TC: Fcr 35,318.61 31,173.78 40,759.98 31,173.78 35, 318.61 9,812.15 Fa 21,191.17 18,704.27 24,455.99 18,704.27 21,191.17 274..8706 8706 Tc : F'e 188,452.09 132,181.47 132,181.47' 132,181.47 188,452.09 1 Cm 0.9737 0.9648 0.8847 0.9648 BC Stress: 0.9737, 0.76 Panel Point Moment 797.71 797.71 0.00 797.71 797.71 BC URz: Mid Panel Moment 461.48 381.61 0.00 381.61 461.48 77.7001 Panel Point fb 8127.50 8127.49 0.00 8127.49 8127.50 TC Shear Stress: Mid Panel fb 1907.92 1577.70 0.00 1577.70 1907.92 13,710.27 Fillers 0 0 5 0 0 BC Shear Stress: 13,710.27 Panel Point Stress 18,054.16 17,429.08 22,738.33 17,429.08 18,054.161 Mid Panel Stress Web Design 1 Member Web Tension 0.5322 Allow Tension 0.5513 Web Comp 0.9298 Allow Comp 0.5513 Weld Qty 0.5322, Material W2 6,298.83 6,776.60 1,577.68 1,807.86 2.39 x 0.177 1 R056 = round 9/16 V1S 415.89 7,529.55 1,214.87 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 795.38 7,529.55 2,853.78 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,334.99 5,947.89 707.57 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 707.57 5,947.89 2,281.99 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 W7 1,630.06 241.81 5,947.89 5,947.89 241.81 1,568.23 2,342.46 2,342.46 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 982.86 5,947.89 228.20 2,342.46 2.00 x 0.170 1 R050 = round 1/2 1 W9 228.20 5,947.89 935.68 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W10 * Symmetrical 900.40 Joist 5,947.89 935.68' 2,342.46 2.00 x 0.170 1 R050 = round 1/2 I NEW MILLENNIUM al III. PIINr SVSTFMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 .1TCX Length 10-0 TCX Type R 1TCX Type R TCX Depth 2 1/2 TCX Depth ,2 1/2 BPL Length 0-4 BPL Length 10-4 Clear Bearing 0-5 5/8 Clear Bearing :0-5 5/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 j 1 Total Load 280.00 Reqd TL Def L/80 0.00 ;Reqd TL Def L/80 0.001 Live Load 170.001i Live Load 170.00 Reqd LL Def U120 0.00, Reqd LL Def U120 0.001 0.0000' 0.00001 Section Modulus 0.0000, (Section Modulus Reqd SM 0.0000 1 Reqd SM Mom of Inertia 0.00001 1 Mom of Inertia 0.0000 Reqd MI 0.0000: Reqd MI 0.0000 Seat Type: Lapped I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:10:26 PM Mark: J17 G7 Job Number. 5814-0005 NEW MILLENNIUM, Location: TUKWILA, WA R1.111 minim SVSTFMS Geometry Base Length: 43-11 1/2 Variable BC Panel TC Panel First Half First Diag. Depth Loads Working Length: 43-71/2 Left End 3-11 3/4 2-8 3/4 1-6 5-5 3/4 30.00 Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Gross Uplift (plf) STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM Joist Depth: 30.00 Right End 4-11 3/4 3-2 3/4 1-6 6-5 3/4 30.00 Category DL (1) LL (1) CL (1) WL (2) Stress Analysis Summary Int. Panel TC: 24.00 Effective Depth: 28.89 Joist Description: Short Span Crimp 30K280/170 BC Panel Length:: 9 @ 4-0 Shape: Parallel Chords Mark: J18 Load1 Load2 Position Direction Loc/Begin Sp/End 43-11 1/2 43-11 1/2 0-0 42.00 42.00 TC 0-0 43-111/2 110.00 110.00 TC 0-0 170.00 170.00 TC 0-0 500.00 0.00 TC 21-11 3/4 Max Panel BC. 48.00 Member TC Tension W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 Symmetrical Joist Reaction LE. 6,601.75 TC Compresion Reaction RE. 6,604.63 BC Tension Minimum Shear. 1,651.16 BC Compresion Web Tension Max TC Comp.. 29,641.51 Web Comp. Max BC Tension 29,861.62 Web Length PP Dist. 0-2 2-8 3/4 3-11 3/4 5-5 3/4 7-5 3/4 9-5 3/4 11-5 3/4 13-5 3/4 15-5 3/4 17-5 3/4 37.56 19-5 3/4 1,365.34 9,498.10 0.00 0.00 11,691.24 1,614.85 54.11 1,307.42 9,112.00 0.00 0.00 234.15 1,539.02 32.56 1,307.42 9,112.00 2,560.03 17, 929.94 14,350.021 14,350.02 2,054.19 884.51 6,407.93 34.04 2,054.19 6,205.91 846.28 37.56 2,560.03 17, 929.94 21, 044.72 2,996.10 737.08 5,418.17 37.56 3,362.40 23,694.35 21, 044.72 2,996.10 4,690.19 627.88 37.56 3,362.40 23,694.35 25,878.86 3,658.93 518.69 3,906.17 37.56 3,885.68 27,598.21 25, 878.86 3,658.93 3,178.19 409.49 37.56 3,885.68 27,598.21 28,852.43; 4,042.67 300.29 2,390.44 37.56 4,129.88 29,641.51 28,852.431 4,042.67 2,146.45 297.73 37.56 4,129.88 ' Standard Verticals Member Position V2 Interior 29,641.51 Max Tension 280.00 29, 861.62' 4,147.32 Max Comp. Length 1,197.66! 28.89 297.73 2,146.45 ' 0 Job Number. 5814-0005 I STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM NEW MILLENNIUM ' Location: Joist Description: Mark: 61111 r11Nr: Chord Properties Chord SVg7-FMi Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J18 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending i K: 1.00 Top Chord 0.5206 Analysis Fy: 50,000.00 Check 0.5580 End Fb: 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia: 473.22 Panel LE 0.5292 1 LL 360: i 212.94 Interior Panel 0.1621 ; First LL 240: 319.41 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC: 17-61/8 RE Gap Between 0.158 i i Max Bridg BC: 1; 19-10 3/8 Chords: Length 30.75 33.00 24.00 ' 39.00 36.75 1.1250 i Bending Load 280.00 280.00 0.00 280.00 OM15 00d Len 2x: Wel 280.00 I Axial Load 9,498.10 9,112.00 29,641.51 11,207.21 , 11,849.50 Max Load Fillers TC: fa 7,648.66 7,337.73 23,869.79 9,024.97 9,542.20 133,486.75 1 1 Maximum K L/r 86.40 92.72 39.93 109.58 103.26 Max Load no Fillers TC: Fcr 28,968.15 26,666.22 44,498.84 20,780.72 22,929.19 26,983.18 Fa17,380.89 15,999.73 26,699.31 12,468.43 13,757.51 406 7 i F'e 109,370.70 94,964.95 179,543.11 67,992.66 76,573.16 Cm 0.9650 0.9614 0.9109 0.9336 BC Stress: 0.9377 0.96 Panel Point Moment 2560.88 2560.88 0.001 3655.94 3655.94 BC URz: 'Mid Panel Moment 1597.83 1096.86 0.00 1561.11 2282.81 144.1009 1 Panel Point fb 7773.40 7773.41 0.001, 11097.40 11097.40 TC Shear Stress: Mid Panel fb 2052.68 1409.10 0.00 2005.50 2932.65 ;13,084.86 Fillers 0 0 6 0 0' BC Shear Stress: 15,268.07 1 j Panel Point Stress 15,422.06 15,111.14 23,869.79 20,122.37 20,639.60 ' 1 lMid Panel Stress Web Design Member Web Tension 0.5065 Allow Tension 0.5047 Web Comp 0.8940 Allow Comp 0.7951 Weld Qty 0.7965; Material W2 11,691.24 13,007.79 1,614.85' 3,992.74 5.25 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 884.51 14,453.10 6,407.93; 6,907.09 2.88 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,205.91 7,865.88 846.28 , 3,016.15 4.10 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 737.08 14,453.10 5,418.17! 6,352.65 2.43 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,690.19 4,826.79 627.88 1,008.83 4.10 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 518.69 3,178.19 10,795.89 4,826.79 3,906.171 409.49 4,800.58 1,008.83 2.04 x 0.129 2.78 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 300.29 7,865.88 2,390.44 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,146.45 4,826.79 297.73 1,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 297.73 7,865.88 2,146.45 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 I I V1 234.15 5,787.30 1,539.02 1,771.48 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 1 V2 " Symmetrical t 280.00.__ Joist 4,826.79 1,197.66 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 _ - Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: TUKWILA, WA Hi 11 fllNf: SVGTFM �. TCX Design TCX Left Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 , TCX Length 0-0 TCX Type R ,TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 'BPL Length '0-4 Clear Bearing 0-4 Clear Bearing '0-4 3/8 I BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 1 Total Load 280.00 ,Total Load 280.00 Reqd TL Def L/80 0.001 1 Reqd TL Def L/80 0.00' Live Load 170.00; Live Load 170.00; 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped JDate Run: 8/4/2014 9:30:28 AM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: J18 0Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM N E W N1 I L L E N N 1 U IV Location: Joist Description: Marls: RIJII. nwr. riv riTFM6 Geometry Base Length: 1 Working Length: 43-11 1/2 ! 43-71/2 Variable ' Left End ITUKWILA, Right _ Joist Depth: 30.00 End WA Effective Depth: 28.81 BC 9 @ Short Span Crimp Panel Length: 4-0 30K2801170 Shape: Parallel Chords J18A !IBC Panel i 3-11 3/4 4-11 3/4 111111 I I I 11111 I[ 1111111 1111 I I 1111 1111J 1;1 IJ I;I1J ri iii I, I L I 1 I I I I 1111 [ 1111 11 i' TC Panel 12-8 3/4 3-2 3/4 LI LI LI, , 1 s I 11111111111 First Half 11-6 1-6 \\j 1 ! 1 First Diag. 15-5 3/4 6-5 3/4 11 Depth 130.00 Loads Load Type Category 30.00 Load1 Load2 Position I Direction Loc/Begin 1 1 Sp/End l Uniform (plf) DL (1) 110.00 110.00 TC 1 + 0-0 43-11 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-11 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 43-11 1/2 1 1Conc Load (lbs) SM (1) 1,000.00 0.00 TC 1 + 0-0 14-6 !Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 14-6 29-0 ,Conc Load (lbs) SM (1) 1,000.00 0.00 TC ' + 29-0 43-11 1/2 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-11 1/2 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 0-0 14-6 1 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 14-6 29-0 Conc Load (lbs) Stress Analysis Int. Panel TC: I :24.00 Member TC Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 7,697.42 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 7,684.66 BC Compresion TC 1 Minimum 1,924.36 - Shear: Web Tension Max 35,633.57 Web 29-0 TC Comp.: Comp. Web 43-11 1/2 1MaxBC Tension 35,996.28 Length I PP Dist. W2 2,398.85 10,722.61 0.00 0.00 13,817.16 3,751.45 54.06 0-2 V 1 S 2,398.85 10, 360.94 0.00 0.00 1,289.86 2,321.38 32.48 2-8 3/4 W3 2,398.85 10 360.94 16 423.13 3,916.62 2,214.74 7,684.46 33.97 3-11 3/4 W4 5,157.53 20,721.02 16,423.13 3,916.62 7,673.81 2,444.65 37.50 5-5 3/4 W5 5,157.53 20,721.02 24,583.20 6,398.44 2,324.97 6,843.49 37.50 7-5 3/4 W6 7,639.35 28,009.66 24,583.20 6,398.44 6,162.77 2,324.97 37.50 9-5 3/4 W7 7,639.35 28,009.66 31,000.41 8,880.25 2,212.76 5,341.80 37.50 11-5 3/4 W8 9,487.65 33,080.31 31,000.41 8,880.25 4,661.08 2,212.76 37.50 13-5 3/4 W9 9,487.65 33,080.31 34,574.80 9,895.45 1,217.89 3,174.37 37.50 15-5 3/4 W10 10,303.25 35,633.57 34,574.80 9,895.45 2,504.67 1,217.89 37.50 17-5 3/4 W11 * Symmetrical Standard Verticals Member 10,3. 03.25 Joist Position 35,633.57 Max Tension 35,996.281 10,502.78 Max Comp. Length 1,340.13 2,50.4.67 37.50 19-5 3/4 V2 I I Interior 1,232.00 1,901.95 28.81 i I 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: RI III cliti� Chord Properties Chord STFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J18A TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 BC Axial and Bending K: ,1.00 1 Top Chord 0.6209 I 0.6011 Analysis Fy: 50,000.00 Check 1Fb: 30,000.00 End Panel 0.3559 LE First 1.2877 Mom of Inertia: 551.45 Panel LE 0.5763 ILL 360: j 248.14 Interior Panel 0.2243 First LL 240: 372.21 Panel 1.0000 RE End Panel A34A = Max Bridg TC: 18-31/4 RE 1.9380 x Gap Between 0.176 Max Bridg BC: 14-3 7/8 Chords: Length 30.75 33.00 24.00 39.00 36.75 1.1250 Bending Load 304.00 304.00 i 0.00. 304.00 304.00 Min weld Len 2x ' 0 5000 Axial Load 10,722.61 10,360.94 35,633.57 12,770.80 13,372.46.. Max Load Fillers TC: fa 7,517.26 7,263.70 24,981.47 8,953.17 9,374.97 39,053.89 Maximum K L/r 80.27 86.14 37.231 101.80 95.93 Max Load no Fillers TC: Fcr31,216.68 29,063.79 45,180.43. 23,436.04 25,512.93 32,438.42 Fa 18,730.01 17,438.28 27,108.26; 14,061.62 TC OAL/Ryy: 15,307.76 389.7 26 1F'e 125,773.19 109,206.99 206,469.45 78,189.62 88,056.95. Cm 0.9701 0.9667 0.9189 0.9427 BC Stress: 0.9468 0.97 Panel Point Moment 2780.38 2780.38 0.00 3969.31 3969.311 BC URz: ' i Mid Panel Moment 1734.79 1190.88 0.00 1694.92 2478.48 134.8693 Panel Point fb 6859.94 6859.94 0.00. 9793.33 9793.331 , TCShearStress: Mid Panel fb 1803.00 1237.70 0.00, 1761.56 2575.93 .13,304.83 ' Fillers 0 0 61 0 0 ; BC Shear Stress: 15,439.85 Panel Point Stress 14,377.19 14,123.64 24,981.47 1 18,746.49 , 19,168.30 Mid Panel Stress Web Design Member Web Tension 0.4589 Allow Tension 0.4564 Web Comp 0.9215; Allow Comp 0.6975 Weld Qty 0.7003 Material W2 13,817.16 21,417.86 3,751.45 4,906.22 4.36 x 0.230 1 R100 = round 1 W3 2,214.74 16,813.47 7,684.46 7,701.73 3.28 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W4 7,673.81 7,865.88 2,444.65 3,066.76 5.07 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,324.97 16,813.47 6,843.49 , 7,084.80 2.92 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W6 6,162.77 7,865.88 2,324.97 , 3,066.76 4.07 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 2,212.76 4,661.08 14,453.10 7,865.88 5,341.801 6,408.69 2,212.76; 3,066.76 2.40 x 0.150 3.08 x 0.102 1 1 C28BB = 1.125 x 1.344 x .150 C16BB = 1.125 x 1.025 x .102 W9 1,217.89 9,029.40 3,174.371 3,506.55 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W10 2,504.67 5,787.30 1,217.89 1,356.37 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W11 1,340.13 7,865.88 2,504.671 3,066.76 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 V1 1,289.86 7,865.88 2,321.38' 3,649.37 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 * Symmetrical 1,232.00 Joist 5,787.30 1,901.95 2,276.58 2.00 x 0.0.90 1 C12BB = 1.125 x 0.799 x .090 G7 NEW MILLENNIUM 111111 fllNf. iV STFM�i TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 TCX Right ' TCX Length 0-0 II1TCX Length ' 0-0 TCX Type R 1 TCX Type i TCX Depth 2 1/2 i TCX Depth R 2 1/2 l' BPL Length 0-4 1 BPL Length 0-4 ' Clear Bearing 0-4 Clear Bearing , 0-4 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00' Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 1 Regd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapp Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM !Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:29:23 AM Mark: J18A Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI 111 fIIN(: SV STFMG Geometry Base Length. 43-11 1/2 Variable BC Panel TC Panel First Half First Diag. , Depth Working Length: 143-7 1/2 Left End I3-11 3/4 '2-8 3/4 1-6 5-5 3/4 30.00 Loads Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Gross Uplift (plf) STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM Joist Depth: 30.00 Right End 4-11 3/4 3-2 3/4 1-6 6-5 3/4 30.00 Category Load1 Effective Depth: 28.89 Load2 Joist Description: Short Span Crimp 30K2801170 BC Panel Length: 9 4-0 Shape: Parallel Chords Position Direction Loc/Begin DL (1) 110.00 110.00 TC + 0-0 LL (1) 170.00 170.00 TC + 0-0 CL (1) 500.00 0.00 TC + 21-11 3/4 WL (2) Stress Analysis Summary Int. Panel TC: Max Panel BC' 24.00 48.00 Member Reaction LE. 6,601.75 TC Tension TC Compresion 42.00 Reaction RE. 6,604.63 BC Tension BC 42.00 TC Minimum Shear 1,651.16 Compresion Web Tension 0-0 Max TC Comp.: 29,641.51 Web Comp. Mark: J19 Sp/End 43-11 1/2 43-11 1/2 0-0 43-11 1/2 Max BC Tension 29,861.62 PP Dist. 0-2 2-8 3/4 3-11 3/4 5-5 3/4 7-5 3/4 9-5 3/4 11-5 3/4 13-5 3/4 15-5 3/4 17-5 3/4 37.56 19-5 3/4 Web Length W2 V1 S W3 W4 W5 1,365.34 9,498.10 0.00 j 0.00 11, 691.24 1,614.85 54.11 1,307.42 9,112.00 0.00 0.00 234.15 1,539.02 32.56 1,307.42 9,112.00 14,350.02' 2,054.19 884.51 6,407.93 34.04 2,560.03 17, 929.94 14, 350.02 2,054.19 6,205.91 846.28 37.56 2,560.03 17, 929.94 21, 044.72 2,996.10 737.08 5,418.17 37.56 W6 3,362.40 23,694.35 21, 044.72 2,996.10 4,690.19 627.88 37.56 W7 W8 W9 W10 3,362.40 23, 694.35 25, 878.86 3,658.93 518.69 3,906.17 37.56 3,885.68 27,598.21 25, 878.86 3,658.93 3,178.19 409.49 37.56 3,885.68 27,598.21 I 28, 852.431 4,042.67 300.29 2,390.44 37.56 4,129.88 29,641.51 28,852 43 4,042.67 2,146.45 297.73 37.56 W11 " Symmetrical Joist 4,129.88 Standard Verticals Member Position V2 Interior 29,641.51 Max Tension 280.00 29, 861.621 4,147.32 Max Comp. Length 1,197.66 28.89 297.73 2,146.45 „ Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM NEW /MILLENNIUM Location: Joist Description: Mark: Fl1111 ni1V(: Chord Properties j Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J19 1 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending K: 1.00 Top Chord 0.5206 Analysis Fy: 50,000.00 Check 0.5580 End Fb: 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia: 473.22212.94 Panel LE 0.5292 1 LL 360: Interior Panel 0.1621 I First LL 240: 319.41 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC: 17-61/8 RE , Gap Between 0.158 Max Bridg BC: 19-10 3/8 Chords: Length 30.75 33.00 24.00 39.00 36.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 0150004 len 2x. Axial Load 9,498.10 9,112.00 29,641.511 11,207.21 11,849.50 Max Load Fillers TC: fa 7,648.66 7,337.73 23,869.79 9,024.97 9,542.20 33,486.75 j Maximum K Ur 86.40 92.72 39.93 109.58 103.26 Max Load no Fillers TC: j Fcr 28,968.15 26,666.22 44,498.84 20,780.72 22,929.19 26,983.18 j Fa 17,380.89 15,999.73 26,699.31 12,468.43 13,757.51 Tc 406..5457 5457 : F'e 109,370.70 94,964.95 179,543.11 67,992.66 76,573.16 Cm 0.9650 0.9614 0.9109 0.9336 0.9377 BC Stress: 0.96 Panel Point Moment 2560.88 2560.88 0.00' 3655.94 3655.94 ' BC URz: Mid Panel Moment 1597.83 1096.86 0.00 , 1561.11 2282.81 ,144.1009 • Panel Point fb 7773.40 7773.41 0.00' 11097.40 11097.40 TC Shear Stress: Mid Panel fb 2052.68 1409.10 0.00; 2005.50 2932.65 13,084.86 Fillers 0 0 6 0 O IBC Shear Stress: 15,268.07 Panel Point Stress 15,422.06 15,111.14 23,869.791 20,122.37 20,639.60 ;Mid Panel Stress Web Design Member Web Tension 0.5065 Allow Tension 0.5047 Web Comp I 0.89401 Allow Comp 0.7951 Weld Qty 0.7965' Material W2 11,691.24 13,007.79 1,614.851 3,992.74 5.25 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 884.51 14,453.10 6,407.931 6,907.09 2.88 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,205.91 7,865.88 846.28 , 3,016.15 4.10 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 737.08 14,453.10 5,418.171 6,352.65 2.43 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,690.19 4,826.79 627.88 1,008.83 4.10 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 W7 W8 518.69 3,178.19 10,795.89 4,826.79 3,906.17 409.49 4,800.58 1,008.83 2.04 x 0.129 2.78 x 0.077 1 1 C22BB = 1:125 x 1.110 x .129 1 , C10AB = 1.125 x 0.756 x .077 j W9 300.29 7,865.88 2,390.44 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,146.45 4,826.79 297.73 1,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 297.73 7,865.88 2,146.45 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 234.15 5,787.30 1,539.02 1,771.48 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical 280.00 Joist 4,826.79 1,197.66 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 i G7 Job Number.. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI III 811,11 SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right 1 TCX Length 0-0 I � TCX Length 0-0 TCX Type R 1 I TCX Type R TCX Depth 2 1/2 ; TCX Depth 2 1/2 BPL Length 0-4 1 BPL Length :0-4 Clear Bearing 0-4 ' ClearBearing 0-4 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00, Reqd TL Def U80 0.00 Reqd TL Def U80 0.001 Live Load 170.00 Live Load 170.00 I Reqd LL Def U120 0.00 Reqd LL Def U120 0.001 0.0000 Section Modulus 0.0000 Section Modulus Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL ' Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM ' Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:28:30 AM Mark: J19 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:21:36 AM NEW MILLENNIUM I Location: Joist Description: Mark: RI 111. minar. SYTFM9 Geometry Base Length: Working Length: 43-11 1/2 43-71/2 Variable I Left End 1 TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.89 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J19A 1 j BC Panel 14-2 3/4 4-8 3/4 TC Panel 2-10 3/4 3-1 3/4 - - - - - - First Half ;1-6 1-6�, First Diag. 15-8 3/4 6-2 3/4 j Depth 130.00 , Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin il ! Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-11 1/2 ' Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-11 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) Reaction 16,601.75 TC Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 6,604.63 1 BC Compresion TC , Minimum 11,651.16 - Shear. Web Tension Max 29,568.31 Web 0-0 TC Comp.: Comp. Web 43-11 1/2 Max BC Tension 29,898.48 Length PP Dist. i' W2 1,448.96 10,081.56 0.00 0.00 12,198.41 1,684.36 56.67 0-2 V1S 1,384.28 9,650.33 0.00 0.00 221.83 1,599.14 33.03 2-10 3/4 W3 1,384.28 9,650.33 13,869.82 1,986.06 874.20 6,335.82 34.04 4-2 3/4 W4 2,500.62 17,507.88 13,869.82 1,986.06 6,111.18 832.63 37.56 5-8 3/4 W5 2,500.62 17,507.88 20,680.81 2,945.41 723.43 5,323.43 37.56 7-8 3/4 W6 3,320.43 23,388.59 20,680.81 2,945.41 4,595.45 614.23 37.56 9-8 3/4 11 W7 3,320.43 23,388.59 25,631.23 3,625.68 505.04 3,811.44 37.56 11-8 3/4 W8 3,861.15 27,408.73 25,631.23 3,625.68 3,083.46 395.84 37.56 13-8 3/4 W9 3,861.15 27,408.73 28,721.09 4,026.86 297.73 2,295.71 37.56 15-8 3/4 W10 4,122.79 29,568.31 28,721.09 4,026.86 2,146.45 297.73 37.56 17-8 3/4 H W11 * Symmetrical Standard Verticals Member 4,122.79 Joist Position 29, 568.31 Max Tension 29, 898.48 Max Comp. 4,148.96 , Length 297.73 2,146.45 _ 37.56 19-8 3/4 11 V2 Interior 280.00 1,197.43; 28.891 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/2014 9:21:36 AM NEW MILLENNIUM Location: Joist Description: Mark: FlI 111 f11Nf: Chord Properties Chord SV STRM"i Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J19A TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending K: 1.00 Top Chord 0.5206 Analysis Fy: 50,000.00 Check 0.5580 End Fb: 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia: 473.22 Panel LE 0.5292 ILL 360: 212.94 Interior Panel 0.1621 First LL 240: 319.41 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC: 17-61/8 RE GapBelweenChords: 0.158 Max Bridg BC: 1 19-10 3/8 Length 32.75 34.00 24.00 37.00 35.75 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min weld Len 2X 0.5000 •Axial Load 10,081.56 9,650.33 29,568.31 10,697.94 11,256.05' Max Load Fillers TC: fa 8,118.50 7,771.25 23,810.851 8,614.87 i , 9,064.301,33,486.75 'Maximum K Ur 92.02 95.53 39.931 103.96 100.451' Max Load no Fillers TC: Fcr 26,920.45 25,654.58 44,498.841 22,686.44 23,909.15 26,983.18 Fa 16,152.27 15,392.75 26,699.31' 13,611.87 O 14,345.49 Tc 406..55445757 ' F'e 96,420.34 89,460.93 179,543.111 75,541.88 80,916.88 Cm 0.9579 0.9566 0.9111 1 0.9430 ' BC Stress: 0.9440 ; 0.96 1 Panel Point Moment 2834.63 2834.63 0.00 3384.84 3384.84111 BC URz: Mid Panel Moment 1835.84 1134.44 0.001 1361.16 2185.22 ;144.1009 I Panel Point fb 8604.36 8604.37 0.00! 10274.48 10274.48 TC Shear Stress: Mid Panel fb 2358.44 1457.37 0.00' 1748.63 2807.27 13,013.53 Fillers 0 0 8 0 0 BC Shear Stress: 15,179.81 Panel Point Stress 16,722.87 16,375.61 23,810.85 18,889.35 19,338.781 Mid Panel Stress Web Design Member Web Tension 0.5805 Allow Tension 0.5532 Web Comp 0.8918 Allow Comp 0.6932 Weld Qty 0.7284 Material W2 12,198.41 13,007.79 1,684.36, 3,714.13 5.48 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 874.20 14,453.10 6,335.82 6,907.09 2.84 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,111.18 7,865.88 832.63 3,016.15 4.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 723.43 14,453.10 5,323.43 6,352.65 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,595.45 4,826.79 614.23 1,008.83 4.02 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 505.04 3,083.46 10,795.89 4,826.79 3,811.44 4,800.58 395.84 1,008.83 2.00 x 0.129 2.70 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 297.73 7,865.88 2,295.71 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,146.45 4,826.79 297.73, 1,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 297.73 7,865.88 2,146.451 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 221.83 5,787.30 1,599.141 1,721.14 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 " Symmetrical 280.00 Joist 4,826.79 1,197.43; 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RIlll IIINr. GV STFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 I TCX Length , 0-0 TCX Type Ri TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 ' BPL Length 0-4 Clear Bearing 0-4 Clear Bearing , 0-4 BPL Material: A28B = 1.7350 x 0.150 j ; BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.001 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.0000 Section Modulus 0.0000I, Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+I P) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:21:36 AM Mark: J19A 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:10:49 PM NEW N11 L L EN N I U M Location: Joist Description: Mark: RI 111. flWf. SYSTRMS Geometry Base Length: Working Length: i 23-6 3/4 23-2 3/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.16 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J2 BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-10 3/8 1-10 3/8 - - - - " First Half 1-1 1-1 First Diag. 3-9 3/8 3-9 3/8 ; Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-6 3/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-6 3/4 I Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-9 3/8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 4-5 4-5 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-6 3/4 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,742.38 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 3,746.71 BC Compresion TC Minimum 936.68 - Shear. Web Tension Max 16,411.13 Web 4-5 TC Comp.: Comp. Web 4-5 Max BC Tension 17,250.31 Length PP Dist. W2 2,134.07 6,545.73 0.001 0.00 7,858.74 2,385.03 33.95 0-2 V1S 2,084.00 6,262.55 0.001 0.00 377.99 1,277.80 18.16 1-103/8 W3 2,084.00 6,262.55 8,695.88', 2,932.24 1,302.96 3,954.94 19.97 2-8 3/8 W4 3,557.77 12,072.71 8,695.88, 2,932.24 4,455.84 807.55 28.39 3-9 3/8 W5 3,557.77 12,072.71 14,685.26 3,673.01 650.24 3,246.03 28.39 5-9 3/8 W6 3,655.24 16,411.13 14,685.26 3,673.01 2,197.31 515.27 28.39 7-9 3/8 W7 * Symmetrical Standard Verticals Member 3,655.24 Joist Position 16,411.13 Max Tension 17,250.31 3,504.48 Max Comp. Length 1,114.51 1,754.12 28.39 9-9 3/8 V2 Interior 322.28 1,220.791 15.16, STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 (Job Name: INTERURBAN OFFICES - SHOPORDERS ' Date Run: 8/4/20141:10:49 PM NEW MILLENNIUM , Location: Joist Description: Mark: raiui. rnnin Chord Properties 1 Chord SYSTEMS Area , TUKWILA, Rx w WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J2 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K: ,1.00 I Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 ILL 360: 222.71 Interior Panel 0.0545 1 First LL 240: 334.07 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 14-1 7/8 RE 1.3750 x , , Gap Between 0.118 Max Bridg BC: 13-91/8 Chords: Length 20.38 23.00 24.001 23.00 20.38 1.1250 Bending Load 280.00 0.00 0.001 0.00 280.00 Min Weld Len 2X 0.5000 ',Axial Load 6,545.73 6,262.55 16,411.131 6,207.77 6,541.63 Max Load Fillers TC: fa 9,183.12 8,785.84 23,023.461 8,709.00 9,177.37 17,689.38 Maximum K L/r 72.85 82.23 51.48 82.23 72.85 Max Load no Fillers TC: Fcr 33,770.05 30,384.37 40,951.73 30,384.37 33,770.05 12,564.67 '' Fa 20,262.03 18,230.62 24,571.04 18,230.62 20,262.03 252..3214 3214 Tc : F'e 149,846.66 117,594.39 107,999.01 117,594.39 149,846.66 Cm 0.9694 0.9626 0.8572 0.9630 0.9694 0. Stress: 0.96 Panel Point Moment 1034.69 1070.16 0.00 1108.34 1108.34 Bc URz: I Mid Panel Moment 547.65 490.50 0.001 463.39 706.84 1 187.8669 Panel Point fb 7082.60 7325.39 0.00 7586.80 7586.80 TC Shear Stress: 1 Mid Panel fb 1551.08 1389.21 0.00' 1312.43 2001.96 12,501.37 Fillers 0 0 4; 0 0, BC Shear Stress: 15,095.49 'Panel Point Stress 16,265.72 16,111.23 23,023.461 16,295.80 16,764.17 Mid Panel Stress Web Design Member Web Tension 0.5032 Allow Tension 0.5275 Web Comp 0.9370 Allow Comp 0.5208 Weld Qty 0.5175 Material I i W2 7,858.74 8,126.46 2,385.03 4,580.98 4.49 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,302.96 7,865.88 3,954.94 4,860.09 2.61 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,455.84 4,826.79 807.55 1,924.18 3.90 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 650.24 7,865.88 3,246.03 4,094.98 2.14 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,197.31 4,826.79 515.27 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,114.51 377.99 4,826.79 4,826.79 1,754.12 1,277.80 1,924.18 3,089.84 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 I V2 ' * Symmetrical 322.28 Joist 4,826.79 1,220.79 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW IV ILLENNIUM Location: TUKWILA, WA R1.111 flINf: SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description.: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-7 BPL Length 0-4 Clear Bearing 0-7 3/8 Clear Bearing 0-4 3/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 0.00 Live Load 170.00, Live Load 170.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1461 Section Modulus 0.0000 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000 Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX ',Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+I P) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:10:49 PM Mark: J2 0 ' Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:14 AM j !NEW MILLENNIUM ' Location: Joist Description: Mark: Fll III nlNr. '-iVSTFM9 ' Geometry Base Length:Working Length: 18-01/2 Length:' 17-81/2 Variable ' Left End 'TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 12.88 BC 8 @ Short Span Round Panel Length: 1-8 14K2801170 Shape: Parallel Chords J21 BC Panel 12-41/4 2-41/4 111111 E1111111 1!111 1111111 111111:111111 11;11111111:1111111111111111111111111.111111111111111!, i TC Panel 1-6 1/4 1-6 1/4 First Half 10-10 0-10 1 j Fi• rst Diag. 3-2 1/4 3-2 1/4 Depth 114.00 Loads Load Type Category 14.00 Load1 Load2 Position I Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC , + 0-0 18-0 1/2 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-0 1/2 Conc anywhere (lbs) CL (1) 2,200.00 0.00 TC + 9-0 1/4 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 1/4 0-0 Uniform (pif) CL (1) 12.00 12.00 TC + 0-0 18-0 1/2 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 9-0 1/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-0 1/2 Conc @ any Stress Analysis Int. Panel TC: 20.00 Member pp TC (lbs) Summary Max Panel 20.00 Tension BC: SM (2) TC Reaction 5,561.93 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 5,610.53 , BC Compresion TC Minimum i 1,402.63 1 - Shear. Web Tension Max 21,928.47 Web 9-0 1/4 TC Comp.: Comp. Web 0-0 Max BC Tension 21,928.47 Length PP Dist. W2 1,019.34 7,675.99 0.00 0.00 12,356.37 2,238.75 29.24 0-2 V1S 1,019.34 7,383.32 0.00 0.00 4,451.48 4,940.21 16.30 1-61/4 W3 1,019.34 7,383.32 10,014.83, 1,407.66 1,034.33 5,674.49 16.30 2-4 1/4 W4 1,795.98 12,323.39 10,014.83 1,407.66 5,147.98 1,034.33 16.30 3-2 1/4 1 I W5 11 1,795.98 12,323.39 14,631.95 2,184.30 927.33 4,778.83 16.30 4-0 1/4 1 W6 2,572.62 16,617.55 14,631.95 2,184.30 4,252.32 927.33 16.30 4-10 1/4 W7 2,572.62 16,617.55 18,603.16, 2,960.94 1,200.66 3,821.64 16.30 5-81/4 W8 3,349.26 20,265.81 18,603.16 2,960.94 3,295.13 1,458.11 16.30 6-61/4 W9 3,349.26 20,265.81 21,928.47 3,737.57 1,854.01 2,925.98 16.30 7-41/4 W10 ' * Symmetrical 1 3,737.57 Joist 21,928.472.1,928.47 3,737.57 2,573.34 2,111.46 16.3.0 8-2 1/4 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:45:14 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: RI 111 nwr. Chord Properties Chord RVTFM Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J21 TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 0.8992 Mom of Inertia: 87.44 Panel LE 0.4686 LL 360: I, 588.27 Interior Panel 0.0956 I First LL 240: 882.40 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 15-01/4 RE Gap Between 0.133 Max Bridg BC: 13-3 Chords: Length 16.25 20.00 20.00 20.00 16.25' 0.56251 , Bending Load 292.00 0.00 0.00 0.00 Min Weld Len 2X.. 292.00 0 5000 Axial Load 7,675.99 7,383.31 21,928.47 7,383.32 7,675.99 Max Load Fillers TC: :fa 4,747.64 4,566.62 13,562.881 4,566.62 4,747.64 38,645.53 I Maximum K L/r 39.58 48.71 48.71 48.71 39.58 Max Load no Fillers TC: Fcr 44,589.62 42,036.82 42,036.82 42,036.82 44,589.62 34,881.05 Fa 26,753.77 25,222.09 25,222.091 25,222.09 TC OAL/Ryy: 26,753.77 182.8005 F'e 513,805.66 339,192.03 339,192.031 339,192.03 513,805.66 Cm 0.9954 0.9933 0.9732 0.9933 BC Stress: 0.9954 0.94 Panel Point Moment 7687.20 7330.66 6518.52 7330.66 7687.20. Bc LIRz: Mid Panel Moment 6663.58 5906.96 5500.00 5906.96 6663.58 67.9117 Panel Point fb 15683.33 14955.93 13299.00: 14955.93 15683.33 Tc Shear Stress: Mid Panel fb 5698,47 5051.43 4703.42 5051.43 5698.47 '8'71114 F Fillers 0 0 0 0 0 'BCShearStress: 18,341.37 Panel Point Stress 20,430.97 19,522.55 26,861.891 19,522.55 20,430.97 Mid Panel Stress Web Design Member Web Tension 0.2808 Allow Tension 0.2616 Web Comp 0.6831 Allow Comp 0.2616 Weld Qty 0.2808 Material W2 12,356.37 14,139.49 2,238.75: 8,561.82 4.01 x 0.207 1 R081 = round 13/16 V1S 4,451.48 11,247.36 4,940.21 7,451.92 2.00 x 0.192 1 R068 = round 11/16 ' W3 1,034.33 11,247.36 5,674.49 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W4 5,147.98 11,247 36 1,034 33 7,451.92 2 00 x 0 192 1 R068 = round 11/16 W5 927.33 11,247.36 4,778.83 7,451.92 2.00 x 0.192 1 R068 = round 11/16 W6 W7 4,252.32 1,200.66 7,529.55 7,529.55 927.33, 4,069.37 3,821.641 4,069.37 2.00 x 0.177 2.00 x 0.177 1 1 R056 = round 9/16 R056 = round 9/16 W8 3,295.13 7,529.55 1,458.11 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W9 1,854.01 7,529.55 2,925.98 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W10 * Symmetrical 2,573.34 Joist 7,529.55 2,111.46 4,069.37 2.00 x 0.177 1 R056 = round 9/16 Job Number. X5814-0005 NEW NULLENNIUMILocation: TUKWILA, WA R1.111. nese-. SVSTFM� STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 i BPL Length 0-4 Clear Bearing 0-4 7/8 j, Clear Bearing 10-4 7/8 BPL Material: A28B = 1.7350 x 0.150 i BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load I 170.00 Reqd LL Def U120 0.00 1 Regd LL Def U120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 ,Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Tvoe: Lamed Seat Tyne. 1 armed Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:45:14 AM Mark: J21 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/20141:11:13 PM NEW IVILLENNIUM 1 Location:a Joist Description: Marc: RIM 1-111.11 SYSTEMS Geometry Base Length: Working Length: 18-01/2 17-81/2 Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 1 13.09 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J21A BC Panel .2 4 1/4 2-4 1/4 1111111111 1111 IiI 1111111.11111111;111 U 111,1 I I IJ 111.11 I IJ 111,11111 11 I:I 1 111111,11111 I 1 I.1 111111 'TC Panel 1-6 1/4 1-6 1/4 ' First Half 0-10 0-10 First Diag. 3-2 1/4 3-2 1/4 Depth 14.00 'Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End ii Uniform (plf) DL (1) 110,00 110.00 TC + 0-0 18-0 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-0 1/2 � Conc @ any pp (lbs) CL (1) 2,200.00 0.00 TC + 9-0 1/4 0-0 ' Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 1/4 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 18-0 1/2 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 5,209.36 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,247.39 BC Compresion TC I Minimum 11,311.85 - Shear: Web Tension Max 20,322.56 Web 0-0 TC Comp.: Comp. Web 18-0 1/2 Max BC Tension 20,322.56 Length PP Dist. W2 11 688.59 7,494.03 0.00 0.00 11,313.93 769.48 29.33 0-2 V1S 640.13 7,157.16 0.00; 0.00 3,165.62 4,004.46 16.47 1-61/4 W3 640.13 7,157.16 9,675.161 854.00 352.33 5,224.96 16.47 2-4 1/4 W4 1,014.39 11,821.44 9,675.16 854.00 4,612.58 264.25 16.47 3-2 1/4 W5 1,014.39 11,821.44 13,967.73 1,174.79 264.25 4,325.46 16.47 4-01/4 W6 1,281.73 15,742.29 13,967.73 1,174.79 3,713.08 397.47 16.47 4-10 1/4 W7 1,281.73 15,742.29 17,516.86 1,388.66 732.43 3,378.11 16.47 5-81/4 W8 1,442.12 18,919.71 17,516.86 1,388.66 2,765.73 988.29 16.47 6-61/4 W9 1,442.12 18,919.71 20,322.56 1,495.59 1,275.40 2,478.61 16.47 7-4 1/4 W10 ' Symmetrical 1,495.59 Joist 20,322.56 20,322.56 1,495.59 1866.23 1,650.74 16.47 8-2 1/4 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:13 PM NEW IVI I L L E N N 1 U M Location: Joist Description: Mark: Rt iit_niNr. Chord Properties Chord YSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J21A TC 0.3882 0.4962 0.2945 0.8733 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 0.8320 Mom of Inertia: 63.87 Panel LE 0.4390 LL 360: 429.72 Interior Panel 0.0775 First LL 240: 644.58 Panel 0.9928 RE End Panel A22B = 1.5000 Max Bridg TC: 11-31/2 RE 1 x Gap Between 0.129 Max Bridg BC: 16-7 5/8 Chords: Length 16.25 20.00 20.00 20.00 16.251 0.5000 Bending Load 292.00 0.00 0.00 0.00 292.00 Min Weld Len 2X 5000 Axial Load 7,494.03 7,157.16 20,322.56 7,157.16 7,494.03' Max Load Filers TC: fa 9,652.28 9,218.39 26,175.37 9,218.39 9,652.281 20,686.00 Maximum K L/r 55.18 67.91 41.22 67.91 55.18 Max Load no Fillers TC: Fcr 39,866.73 35,570.23 43,966.14 35,570.23 39,866.73 16,735.74 Fa 23,920.04 21,342.14 26,379.68 21,342.14 23,920.04 243..3302 3302 TC : F'e 266,872.94 176,177.83 176,177.84' 176,177.83 266,872.94 Cm 0.9819 0.9738 0.9005 0.9738 0.9819 0. Stress: 0.95 ij Panel Point Moment 807.28 812.14 0.00 812.14 807.28 BC URz: I 1 Mid Panel Moment 444.86 406.96 0.00 406.96 444.86 71.5052 Panel Point fb 4751.61 4780.26 0.00 4780.26 4751.61 TC Shear Stress: 1 Mid Panel fb 1090.27 997.38 0.00 997.38 1090.27 16,978.01 j Fillers 0 0 3 0 0 BC Shear Stress: 17,991.75 Panel Point Stress 14,403.89 13,998.66 26,175.37 13,998.66 14,403.89 1 !Mid Panel Stress Web Design Member Web Tension 0.4375 Allow Tension 0.4636 Web Comp , 0.9923 Allow Comp 0.4636 Weld Qty 0.4375 Material W2 11,313.93 12,047.89 769.481 6,046.66 3.81 x 0.200 1 R075 = round 3/4 V1S 3,165.62 9,296.04 4,004.46, 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W3 352.33 9,296.04 5,224.96, 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W4 4,612.58 9,296.04 264.25 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W5 264.25 9,296.04 4,325.46 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W6 W7 3,713.08 732.43 9,296.04 9,296.04 397.47 3,378.11 5,286.73 5,286.73 2.00 x 0.185 2.00 x 0.185 1 1 R062 = round 5/8 _ R062 = round 5/8 W8 2,765.73 9,296.04 988.29 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W9 1,275.40 9,296.04 2,478.61 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W10 * Symmetrical 1,866.23 Joist 5,947.89 1,650.74 2,463.9.0 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI111 (IINI. SVSTRMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R , TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-5 1/4 Clear Bearing 0-5 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 TL Def L/80 0.00 Reqd TL Def U80 0.00; ,Reqd Live Load 170.00: Live Load 170.001 Reqd LL Def U120 0.00. Reqd LL Def L/120 0.00; Section Modulus 0.0000 ISection Modulus 0.0000 Reqd SM 0.0000 i Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000: Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL , Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:11:13 PM Mark: J21A 0 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:20 AM I N E W MILLENNIUM Location: Joist Description: Mark: FI111 PHNCI SYSTF1,14 Geometry Base Length: I Working Length: 19-41/2 i 19-01/2 Variable 1 Left End I TUKWILA, Right WA Joist Depth: 14.00 End Effective Depth: 13.20 BC 9 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J22 BC Panel I2-2 1/4 2-2 1/4 I1I11111111111111111111111111,111LI11111111111111LI1111111111111111111111111;1111111111111 iTC Panel 1 4 1/4 1 4 114 First Half 10-10 0-10 'First Diag. ;3-0 1/4 3-0 1/4 Depth 14.00 I l' 1 Loads Load Type Category 14.00 Loadi Load2 Position j Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 19-4 1/2 ' Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 19-4 1/2 l' Uniform (plf) CL (1) 12.00 12.00 TC ! + 0-0 19-4 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-8 1/4 0-0 Gross Uplift Stress Analysis Int. Panel TC: 1 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,266.93 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,273.50 IBC Compresion TC- 1 Minimum 1818.38 Shear. Web Tension Max 13,821.64 Web 0-0 TC Comp.: Comp. Web 19-4 1/2 Max BC Tension 14,195.38 Length 1 PP Dist. W2 688.82 5,248.24 0.001 0.00 6,484.51 784.25 27.61 0-2 V1S 643.41 4,932.54 0.001 0.00 408.86 1,209.31 16.56 1-41/4 W3 643.41 4,932.54 6,781.071 882.06 395.19 3,275.75 16.56 2-2 1/4 W4 1,067.67 8,260.90 6,781.071 882.06 2,665.19 307.37 16.56 3-0 1/4 W5 1,067.67 8,260.90 9,740.741 1,253.28 307.37 2,615.67 16.56 3-101/4 W6 1,385.85 10,851.87 9,740.74] 1,253.28 2,005.11 219.55 16.56 4-81/4 W7 1,385.85 10,851.87 11,963.01 1,518.43 219.55 1,947.34 16.56 5-6 1/4 W8 1,597.98 12,705.45 11,963.011 1,518.43 1,336.78 131.73 16.56 6-4 1/4 W9 1,597.98 12,705.45 13,447.891 1,677.53 131.73 1,287.26 16.56 7-2 1/4 W10 1,704.04 13,821.64 13,447.891 1,677.53 1,026.71 128.32 16.56 8-0 1/4 I 1 W11 * Symmetrical 1,704.04 Joist 13,821.64 _ 14,195.381 1,730.56 186.09 1,026.71 16.56 8-10 1/4 1 0 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/1/201410:45:20 AM NEW MILLENNIUM 1 Location: Joist Description: Mark: A,lil nirir. Chord Properties ' Chord SYSTEMS Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J22 TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A1813 = 1.3750 x 0.118 BC Axial and Bending i K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 48.47 Panel LE 0.3969 LL 360: j 262.25 Interior Panel 0.0480 First LL 240: 393.38 Panel 0.9471 RE End Panel A1613 = 1.3750 x Max Bridg TC: 10-0 RE Gap Between 0.102 Max Bridg BC: 13-91/8 Chords: Length 14.25 20.00 20.00 20.00 0.5000 14.25 BendingLoad 292.00 0.00 0.00 0.00 292.00 M5 Weld Len 2X 0.5000 Axial Load 5,248.24 4,932.54 13,821.64 4,932.54 5,248.24 Max Load Fillers TC: fa 8,802.82 8,273.30 23,182.89 8,273.30 8,802.82 ;15,343.17 Maximum K Ur 55.77 78.28 46.791 78.28 55.77 i Max Load no Filters TC: Fcr 39,711.75 31,877.57 42,466.91: 31,877.57 39,711.75 11,517.28 Fa 23,827.05 19,126.5425,480.14' 19,126.54 23,827.0511 TC OAURyy: 292.6228 F'e 257,476.17 130,709.38 130,709.40 1 130,709.38 257,476.17 ' Cm 0.9829 0.9684 0.88121 0.9684 BC Stress: 0.9829: 0.91 Panel Point Moment 723.75 834.63 0.001 834.63 723.75 BC URz: Mid Panel Moment 307.77 437.47 0.00 437.47 307.77 77.7001 Panel Point fb 6451.36 7439.70 0.00 7439.70 6451.36 TC Shear Stress: Mid Panel fb 1139.04 1619.06 0.00 1619.06 1139.04, 13,173.21 Fillers 0 0 4 0 O BC Shear Stress: 15,029.05 Panel Point Stress 15,254.18 15,713.00 23,182.89 15,713.00 15,254.181 , . Mid Panel Stress Web Design Member Web Tension 0.4048 Allow Tension 0.4847 Web Comp 0.9098 Allow Comp 0.4847 Weld Qty 0.40481 Material W2 6,484.51 6,776.60 784.25 2,108.57 2.46 x 0.177 1 R056 = round 9/16 V1S 408.86 7,529.55 1,209.31 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 395.19 7,529.55 3,275.75 3,604.00 2.00 x 0.177 1 R056 = round 9/16 1 W4 2,665.19 7,529.55 307.37 3,604.00 2.00 x 0.177 1 R056 = round 9/16 11 W5 307.37 7,529.55 2,615.67 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,005.11 219.55 5,947.89 5,947.89 219.55 2,341.68 1,947.34 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,336.78 5,947.89 131.73. 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 131.73 5,947.89 1,287.26 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 1,026.71 5,947.89 128.32 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W11 " Symmetrical 186.09 Joist 5,947.89 1,026.71 2,341.68 2.00 x 0.17.0 1 R050 = round 1/2 [Job Number. 5814-0005 NEW MI LLEN N I UM ' Location: TUKWILA, WA 111.111. flINf: S V TFM�i TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type I R TCX Depth 2 1/2 TCX Depth :2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing T 0-5 1/4 Clear Bearing 0-5 1/4 I BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00' Reqd TL Def L/80 0.00 Live Load 170.0011 Live Load 170.00; !Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.0000 1 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 1 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI i 0.0000 'Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX I Case 4b: DL+WL-AX 1 Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:45:20 AM Mark: J22 Job Number: 5814-0005 NEW MILLENNIUM. Location: TUKWILA, WA RI111 flINr SV gTFMq Geometry Base Length. 18-5 3/4 Variable BC Panel TC Panel First Half Working Length 18-1 3/4 Left End 1-8 7/8 0-10 7/8 0-10 Joist Depth. 14.00 Right End 1-8 7/8 0-10 7/8 0-10 First Diag. Depth Loads 2-6 7/8 2-6 7/8 14.00 Load Type Uniform (plf) . Uniform (plf) ' Conc @ any pp (lbs) Axial (lbs) Uniform (plf) Gross Uplift (plf) 14.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Effective Depth. 13.20 BC Panel Length. 9@1-8 Shape: Parallel Chords Date Run: 8/4/2014 8:56:13 AM Mark: J24 1111.11111111.11111111111111 IJ11111111111IJ111;111I_1111.111L1111,1111111I111111111IIIIIIIIII Category Load1 Load2 Position Direction Loc./Begin DL (1) 110.00 110.00 TC 0-0 LL (1) 170.00 170.00 TC 0-0 CL (1) 500.00 0.00 TC 9-2 7/8 SM (1) 3,000.00 0.00 TC 0-0 Sp/End 18-5 3/4 18-5 3/4 0-0 0-0 18-5 3/4 18-5 3/4 SM (1) 15.00 15.00 TC 0-0 Stress Analysis Summary Int Panel TC' 20.00 Member WL (2) Max Panel BC' 20.00 TC Tension Reaction LE - 3,026.53 TC Compresion 42.00 Reaction RE' 3,033.47 42.00 TC Minimum Shear 758.37 BC Tension BC Compresion Web Tension 0-0 Max TC Comp 13,273.37 Web Comp. Max BC Tension 12,539.12 Web Length W2 V1 S W3 W4 W5 W6 W7 W8 W9 W10 1,991.95 5,703.21 0.00 0.00 5,112.52 637.83 23.03 2,065.78 5,502.79 0.00 0.00 461.25 1,101.42 16.56 2,065.78 5,502.79 5,367.24 723.05 395.19 3,174.76 16.56 1,247.58 8,367.96 5,367.24 723.05 2,589.29 307.37 16.56 1,247.58 8,367.96 8,220.84 1,094.27 307.37 2,528.31 16.56 1,226.85 10,631.26 8,220.841 1,094.27 1,942.84 219.55 16.56 1,226.85 10,631.26 10, 367.36 1,359.43 219.55 1,890.57 16.56 1,438.98 12, 266.40 10,367.361 1,359.43 1,305.10 131.73 16.56 1,438.98 12,266.40 11, 806.78 1,518.53 131.73 1,244.12 16.56 1,545.04 13,273.37 11, 806.78 1,518.53 951.43 146.37 16.56 W11 1,545.04 * Symmetrical Joist 13,273.37 12, 539.12 1,571.56 198.64 951.43 16.56 PP Dist. 0-2 0-10 7/8 1-8 7/8 2-6 7/8 3-4 7/8 4-2 7/8 5-0 7/8 5-10 7/8 6-8 7/8 7-6 7/8 8-4 7/8 0 i Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:13 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III.ninir. Chord Properties Chord SY•'i /"FMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J24 1 II TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC Axial and Bending K: 1.00 11 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 48.47 Panel LE 0.3969 LL 360: ; 303.04 Interior Panel 0.0480 First LL 240: 454.56 Panel 0.9471 RE End Panel A16B = 1.3750 Max Bridg TC: 10-0 3/4 RE x Gap Between 0.102 1 Max Bridg BC: 14-5 1 /4 Chords: I Length 8.88 20.00 20.00 20.00 8 88' 0.5000 Bending Load 280.00 0.00 0.00 0.00 Min Weld Len 2X: 280.00 0.5000 Axial Load 5,703.21 5,502.79 13,273.37 5,502.79 5,703.21 Max Load Fillers TC: fa 3,678.54 9,229.78 22,263.28 9,229.78 3,678.54 15,343.17 Maximum K L/r 46.10 78.28 46.791 78.28 46.10 Max Load no Fillers TC: j Fcr 42,666.25 31,877.57 42,466.91' 31,877.57 42,666.25 11,517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 25,599.75 TCo8URyy: 278.8561 F'e 3,068,910.25 130,709.38 130,709.40 130,709.38 3,068,910.25B = Cm 0.9994 0.9647 0.8859 0.9647 0.9994 800tress: Panel Point Moment 755.34 783.82 0.001 783.82 755.34 BC LRz: Mid Panel Moment 501.81 397.09 0.00 397.09 501.81 77.7001 Panel Point fb 646.38 6986.77 0.00; 6986.77 646.38 TC Shear Stress: Mid Panel fb 429.42 1469.58 0.00 1469.58 429.42 12,123.12 ,1 Fillers 0 0 4 0 0 BC Shear Stress: 1 13,826.38 Panel Point Stress 4,324.91 16,216.55 22,263.28 16,216.55 4,324.91 Mid Panel Stress ' Web Design Member Web Tension 0.0862 Allow Tension 0.5304 Web Comp 0.8738 Allow Comp 0.5304 Weld Qty 0.0862 Material lj W2 5,112.52 6,776.60 637.831 3,024.17 2.00 x 0.177 1 R056 = round 9/16 I j V1S 461.25 7,529.55 1,101.42 3,604.00 2.00 x 0.177 1 R056 = round 9/16 11 W3 395.19 7,529.55 3,174.76 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,589.29 7,529.55 307.37 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W5 307.37 7,529.55 2,528.31 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W6 W7 1,942.84 219.55 5,947.89 5,947.89 219.55 1,890.57 2,341.68 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,305.10 5,947.89 131.73 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 131.73 5,947.89 1,244.12' 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 951.43 5,947.89 146.37; 2,341.68 2.00 x 0.170 1 R050 = round 1/2 J W11 * Symmetrical 1 198.64 Joist 5,947.89 951.431 2,341.68 2.00 x 0.170 1 R050 = round 1/2 I Job Number. 5814-0005 NEW Nil LLENNIUNI Location: RI . tll nl Nf: SVSTFMG TUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 141(280/170 TCX Right TCX Length 0-0 TCX Length 0-0 1 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 1-3 7/8 BPL Length 1-3 7/8 Clear Bearing 0-4 1/2 Clear Bearing ,0-4 1/2 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 ' Total Load 280.00 'Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00; 170.00 ; Live Load 170.00 Live Load Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.9492 Section Modulus0.9492 Reqd SM 0.0000 Reqd SM 0.0000, Mom of Inertia 1.3094 Mom of Inertia 1.3094 r Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL ;Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) I'. Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 8:56:13 AM Mark: J24 STRESS ANALYSIS - PAGE 1 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:20 AM NEW MILLENNIUM1Location: TUKWILA, WA RI111 rlINr'. SVTF1,1 Geometry Base Length: 118-5 3/4 Variable BC Panel TC Panel First Half ' First Diag. Depth Working Length: 18-1 3/4 Left End 1-8 7/8 0-10 7/8 0-10 2-6 7/8 14.00 Joist Depth: 14.00 Right End 1-8 7/8 0-10 7/8 0-10 Loads Load Type Uniform (plf) Uniform (plf) Axial (lbs) 2-6 7/8 Conc @ any pp (lbs) Uniform (plf) :Uniform (plf) Gross Uplift (plf) 14.00 Category DL (1) LL (1) SM (1) CL (1) CL(1) SM (1) WL (2) Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Member TC Tension Effective Depth: 13.20 Joist Description: Short Span Round 14K280/170 BC Panel Length: 9@1-8 Shape: Parallel Chords Mark: J24A III 1;111111111111 111111111111 11111 11111 I IJ II I!I I 11.1 II I:11 I LI I I I: I I III I 111 II I II II I II II 1111 I Load1 Load2 Position Direction Loc/Begin 110.00 110.00 TC 0-0 170.00 170.00 TC 0-0 3,000.00 0.00 TC 0-0 500.00 0.00 TC 9-2 7/8 12.00 12.00 TC 0-0 15.00 15.00 TC 0-0 Reaction LE: 3,135.40 TC Compresion 42.00 Reaction RE: 3,142.35 BC Tension 42.00 TC F Minimum Shear. 1785.59 BC Compresion Web Tension 0-0 Max TC Comp.: 13,714.81 Web Comp. Sp/End 18-5 3/4 18-5 3/4 0-0 0-0 18-5 3/4 18-5 3/4 18-5 3/4 Max BC Tension 12,988.14 Web Length PP Dist. W2 V1S W3 1,991.95 5,852.55 0.00 0.00 5,294.76 637.83 23.03 2,065.78 5,614.88 0.00 0.00 443.14 1,121.74 16.56 2,065.78 5,614.88 5,573.83 723.05 395.19 3,287.67 16.56 0-2 0-10 7/8 1-8 7/8 W4 1,247.58 8,627.57 5,573.83 723.05 2,677.11 307.37 16.56 2-6 7/8 W5 W6 W7 W8 W9 W10 W11 * Symmetrical Joist 1,247.58 8,627.57 8,533.49 1,094.27 307.37 2,616.13 1,226.85 10, 981.79 8,533.49 1,094.27 2,005.57 219.55 1,226.85 10, 981.79 10, 755.77 1,359.43 219.55 1,953.30 1,438.98 12,677.54 10, 755.77 1,359.43 1,342.74 131.73 1,438.98 12,677.54 12, 240.65 1,518.53 131.73 1,281.75 1,545.04 13,714.81 12, 240.65 1,518.53 985.57 133.82 1,545.04 13,714.81 12, 988.14 1,571.56 186.09 985.57 3-4 7/8 4-2 7/8 5-0 7/8 5-10 7/8 6-8 7/8 7-6 7/8 16.56 8-4 7/8 16.56 16.56 16.56 16.56 16.56 16.56 , Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:20 AM NEW MILLENNIUM Location: Joist Description: Mark: RIIII-^itis Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J24A TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC Axial and Bending K 1.00 Top Chord 0.2597 Analysis 1 Fy 150,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia. 48.47 Panel LE 0.3969 ILL 360: j 303.04 Interior Panel 0.0480 First LL 240' 454.56 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC 10-0 3/4 RE Gap Between 0.102 Max Bridg BC: 14-51/4 Chords: Length 8.88 20.00 20.00 20.00 8.88 0.5000 Bending Load 292.00 0.00 0.00 0.00 292.00 MWel 0/n 5000d Len 2X: Axial Load 5,852.55 5,614.88I 5,614.88 5,852.551 Max Load Fillers TC: fa 3,774.86 9,417.78 23,003.71' 9,417.78 3,774.86 .15,343.17 Maximum K L/r 46.10 78.28 46.79 78.28 46.10 Max Load no Fillers TC: Fcr 42,666.25 31,877.57 42,466.91 31,877.57 42,666.251111'517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 TC OAL/Ryy: 25,599.75 278..85618561 27 F'e 3,068,910.25 130,709.38 130,709.401 130,709.38 3,068,910.25 Cm 0.9994 0.9640 0.8821 , 0.9640 BC Stress: 0.9994 0.83 Panel Point Moment 787.71 817.41 0.001 817.41 787.71 1 BCURz: , Mid Panel Moment 523.32 414.10 0.00' 414.10 523.32 77.7001 Panel Point fb 674.08 7286.20 0.00 7286.20 674.08 TC Shear Stress: Mid Panel fb 447.82 1532.57 0.00 1532.57 447.82 12,555.25 Fillers 0 0 4 0 , BC Shear Stress: 0 14,319.22 Panel Point Stress 4,448.94 16,703.98 23,003.71 16,703.98 4,448.94 Mid Panel Stress Web Design Member Web Tension 0.0887 Allow Tension 0.5423 Web Comp 0.90281 Allow Comp 0.5423 Weld Qty 0.0887 Material W2 5,294.76 6,776.60 637.83 3,024.17 2.01 x 0.177 1 R056 = round 9/16 V1S 443.14 7,529.55 1,121.74 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 395.19 7,529.55 3,287.67, 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,677.11 7,529.55 307.37 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W5 307.37 7,529.55 2,616.13 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,005.57 219.55 5,947.89 5,947.89 219.55+ 2,341.68 1,953.30 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,342.74 5,947.89 131.73 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 131.73 5,947.89 1,281.75 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 985.57 5,947.89 133.82 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W11 Symmetrical I I 186.09 Joist 5,947.89 985.57_ 2,341.68 2.00 x 0.170 1 R050 = round 1/2 Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA Fl1111. fllNf: SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 141(280/170 TCX Right TCX Length 0-0 � � TCX Length 0-0 TCX Type R, Rnfd. ! TCX Type R, Rnfd. TCX Depth 2 1/2 ' 'TCX Depth ' 2 1/2 BPL Length 1-3 7/8 BPL Length 1-3 7/8 Clear Bearing 0-4 1/2 ' Clear Bearing ;0-4 1/2 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 1[Total Load 280.00 1 Total Load 280.001 Reqd TL Def L/80 0.00 1 Regd TL Def L/80 0.001 Live Load 170.00 I Live Load 170.001 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.001 Section Modulus 0.9492 Section Modulus 0.94921 I, Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia 1.3094 Mom of Inertia 1.3094' Reqd MI 0.0000 Reqd MI 0.0000 ;Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ' Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 8:56:20 AM Mark: J24A C,' Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:15:17 AM NEW MILLENNIUM, Location: Joist Description: Mark: RIIII nw❑ ri�TRM`". Geometry Base Length: Working Length: 43-41/4 43-01/4 Variable Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.81 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J25 , BC Panel 3-7 1/2 4-8 3/4 1 1111111111'1111:11111 1111111111.1,1111J111101.111,L1flL111LI1:1LI111111!1111111111111111111'11111I ITC Panel 2-7 1/2 3-1 3/4 • First Half 1-6 1-6 First Diag. 5-1 1/2 6-2 3/4 Depth 30.00 ' Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-4 1/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-4 1/4 !Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 43-4 1/4 I Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 0-0 14-6 1 ' Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 43-4 1/4 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 ,Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-8 1/8 0-0 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 14-6 29-0 I 1 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 29-0 43-4 1/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-4 1/4 ' Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 0-0 14-6 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 14-6 29-0 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 7,849.91 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 7,857.86 BC Compresion TC- i Minimum 1,964.47 Shear. Web Tension Max 38,092.47 Web 29-0 TC Comp.: Comp. Web 43-4 1/4 Max BC 36,179.59 Length Tension PP Dist. W2 2,155.99 12,196.02 0.00 0.00 13,178.04 3,481.00 50.52 0-2 V1S 2,155.99 11,914.35 0.00. 0.00 1,265.06 2,228.70 31.21 2-71/2 W3 2,155.99 11,914.35 16,207.08 3,796.60 2,210.38 7,900.80 33.97 3-7 1/2 W4 5,049.08 22,887.72 16,207.08 3,796.60 7,922.22 2,439.84 37.50 5-1 1/2 W5 5,049.08 22,887.72 24,613.90 6,301.57 2,318.76 7,060.87 37.50 7-1 1/2 W6 7,554.05 30,385.62 24,613.90' 6,301.57 6,350.87 2,318.76 37.50 9-1 1/2 W7 7,554.05 30,385.62 31,202.88 8,806.54 2,197.69 5,489.52 37.50 11-11/2 W8 9,277.99 35,479.91 31,202.88 8,806.54 4,779.52 2,197.69 37.50 13-11/2 W9 9,277.99 W10 10,116.74 35,479.91 38,092.47 34,763.41 34,763.41 9,697.36 9,697.36 1,213.95 2,561.17 3,271.17 1,213.95 37.50 37.50 15-11/2 17-11/2 W11 " Symmetrical Standard Verticals Member 10,116.74 Joist Position 38,092.47 Max Tension 36,179.59, 10,306.15 Max Comp. Length 1,343.92 2,556.88 37.50 19-11/2 1 V2 I Interior 1,232.00 1,937.5828.81 I 0 I Job Number: 15814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:15:17 AM j, NEW AA 1 L L E N N I U M Location:(�w Joist Description: RI111 nwr. Chord Properties Chord S VSTFMS Area i TUKWItA, Rx w WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q 1Maric: J25 Material TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 BC Axial and Bending K: ' 1.00 Top Chord 0.6209 Analysis Fy: 50,000.00 Check 0.6011 End Fb: 30,000.00 Panel 0.3559 LE First 1.2877 Mom of Inertia: 551.45 Panel LE Interior 0.5763 LL 360: 258.74 Panel 0.2243 j First LL 240: 388.11 Panel 1.0000 RE End Panel A34A = 1.9380 x Max Bridg TC: 18-3 5/8 RE I Gap Between 0.176 Max Bridg BC: 14-51/2 Chords: Length 29.50 30.00 24.00 37.00 35.75 1.1250 Bending Load 304.00 304.00 0.00 304.00 304.00 j 0150004 Len 2x: Axial Load 12,196.02 11,914.35 38,092.47 14,700.94 15,246.23 Max Load Filters TC: fa 5,123.09 8,352.74 26,705.32 10,306.32 6,404.36 139,053.89 ' I Maximum K L/r 77.00 78.31 37.23 96.58 93.32 Max Load no Filters TC: Fcr 32,410.18 31,933.37 45,180.43 25,279.65 26,451.27 32,438.42 Fa 19,446.11 19,160.02 27,108.26 15,167.79 15,870.76 1384.3549 F'e 269,206.25 132,140.45 206,469.45 86,871.01 183,306.17 - 1 Cm 0.9905 0.9684 0.9133 0.9407 0.9825 BC Stress: 0.97 Panel Point Moment 2243.29 2243.29 0.00 3454.10 3454.10 BC uRz: 1 'Mid Panel Moment 1701.83 968.38 0.00 1552.77 2446.15 134.8693 I Panel Point fb 1535.27 5534.80 0.00 8522.18 2363.92 TC Shear Stress: 'Mid Panel fb 1018.73 1006.46 0.00 1613.83 1464.28 13,508.17 Fillers 0 0 8' 0 i 01 BC Shear Stress: 15,678.23 I' Panel Point Stress 6,658.35 13,887.54 26,705.321 18,828.50 8,768.291 Mid Panel Stress Web Design Member Web Tension 0.2943 Allow Tension 0.4682 , Web Comp I 0.98511 Allow Comp 0.7356 Weld Qty 0.44881 Material W2 13,178.04 15,132.12 3,481.001 5,004.75 5.62 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 2,210.38 18,807.21 7,900.80, 8,965.43 3.02 x 0.176 1 C34AA = 1.125 x 1.549 x .176 W4 7,922.22 9,029.40 2,439.84 3,506.55 4.52 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W5 2,318.76 16,813.47 7,060.87 7,084.80 3.01 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W6 6,350.87 7,865.88 2,318.76 3,066.76 4.19 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 2,197.69 4,779.52 14,453.10 7,865.88 5,489.52 2,197.69 6,408.69 3,066.76 2.46 x 0.150 3.16 x 0.102 1 1 C28BB = 1.125 x 1.344 x .150 C16BB = 1.125 x 1.025 x .102 W9 1,213.95 9,029.40 3,271.17 3,506.55 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W10 2,561.17 5,787.30 1,213.95 1,356.37 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W11 1,343.92 7,865.88 2,556.88 3,066.76 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 1,265.06 7,865.88 2,228.70 3,756.12 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 I V2 ` Symmetrical I 1,232.00 Joist 5,787.30 1,937.58 2,276.58 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 -_ G7 Job Number. 5814-0005 NEW MILLENNIUMLocation: ' TUKWILA, WA RI IL nu.jr SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 1 TCX Depth 2 1/2 BPL Length 2-11 7/8 BPL Length 3-6 5/8 Clear Bearing 0-3 5/8 Clear Bearing 0-3 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 'Reqd TL Def L/80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00; Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.4612 Section Modulus 1.4612 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.9486 Mom of Inertia i 1.9486' Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 10:15:17 AM Mark: J25 G Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 10:13:15 AM NEW MILLENNIUM Location: Joist Description: Mark: ai III nwr. SV Geometry Base Length: 44-11 Variable STFMS Working Length: , 44-7 Left End TUKWILA, Right WA Joist Depth: 30.00 End Effective Depth: 28.89 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J26 BC Panel 5-2 1/4 4-8 3/41, /411 I 1 111111 IJ 11 I I 111111111 IJ 111J I`,1 H11 I 1111111 II 111111 I 1 I;I 11 I I 1 TC Panel ; 3-4 1/4 3-1 3/4 1111111111111,1111.11111 LI LI LI First Half ' 1-6 1-6 -i 1 First Diag. 6-8 1/4 6-2 3/4 Depth ' Loads Load Type 30.00 Category 30.00 Load1 Load2 Position 1 Direction Loc/Begin Sp/End I Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 44-11 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 44-11 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 44-11 1Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 22-5 1/2 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 1 Gross Uplift Stress Analysis Int. Panel TC: 124.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 6,736.05 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 6,738.86 IBC Compresion TC Minimum 1,684.71 Shear. Web - Tension Max 30,840.37 Web 0-0 TC Comp.: Comp. Web _44-11 Max BC Tension 31,179.71 Length , ! PP Dist. ,' W2 1,812.67 13,507.02 0.00 0.00 14,545.55 2,010.34 66.82 0-2 V1S 1,708.40 12,889.51 0.001 0.00 177.66 1,919.40 36.32 3-41/4 W3 1,708.40 12,889.51 15,107.97 2,164.64 879.35 6,368.70 34.04 5-2 1/4 W4 2,679.93 19, 006.88 15,107.97 2,164.64 6,101.96 831.49 37.56 6-8 1/4 W5 2,679.93 19,006.88 21,928.64 3,125.45 722.29 5,315.55 37.56 8-8 1/4 W6 3,501.19 24,641.27 21,928.64' 3,125.45 4,587.57 613.10 37.56 10-81/4 W7 3,501.19 24,641.27 26,888.76 3,807.17 503.90 3,804.82 37.56 12-81/4 W8 4,043.37 28,671.10 26,888.76 3,807.17 3,076.84 394.70 37.56 14-81/4 W9 4,043.37 28,671.10 29,988.31 4,209.80 304.27 2,290.43 37.56 16-81/4 W10 4,306.47 30,840.37 29,988.31 4,209.80 2,190.07 304.27 37.56 18-8 1/4 W11 ' Symmetrical 1 Standard Verticals Member 4,306.47 Joist Position 30, 840.37 Max Tension 31,179.71 Max Comp. 4,333.36 Length _ 304.27 _ 2,190.07 37.56 20-8 1/4 V2 Interior 280.00 _ 1,203.55 28.89 „/ Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:13:15 AM NEW MILLENNIUM Location: Joist Description: Mark: 1,,1.,11 nwr. Chord Properties Chord SVqTFM Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J26 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending 1.00 Top Chord 0.5206 Analysis Fy: 50,000.00 Check 0.5580 End Fb. 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia. 473.22 Panel LE 0.5292 LL 360. 199.50 Interior Panel 0.1621 First LL 240. 299.25 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC. 17-5 5/8 RE Gap Between 0.158 Max Bridg BC. 19-51/4 Chords: Length 38.25 40.00 24.00 37.00 35.75 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2x 0.5000 Axial Load 13,507.02 12,889.51 30,840.37 12,032.69 , 12,528.51 Max Load Finers TC: fa 6,150.74 10,379.70 24,835.22 9,689.72 5,705.15 33,486.75 Maximum K Ur 107.47 112.39 39.93 103.96 100.45 ,1Max Load no Fibers TC: Fcr 21,487.47 19,854.35 44,498.84 22,686.44 23,909.15; 26,983.18 i 1 Fa 12,892.48 11,912.61 26,699.31 13,611.87 14,345.49, 15.4URyy: 415.4765 F'e 160,661.20 64,635.52 179,543.11, 75,541.88 183,916.97 Cm 0.9809 0.9197 0.9073' 0.9359 BC Stress: 0.9845 1.00 Panel Point Moment 3682.64 3682.64 0.00 3154.34 3154.34 BC URz: Mid Panel Moment 2565.58 1702.26 0.00, 1439.37 2262.06 144.1009 . Panel Point fb 2674.34 11178.45 0.001 9574.82 2290.691 TC Shear Stress: Mid Panel fb 1693.32 2186.83 0.00 1849.11 1492.99! Fillers 0 0 8 0 ,13,410.98 0 BC Shear Stress: 15,653.02 Panel Point Stress 8,825.08 21,558.15 24,835.22 19,264.54 7,995.84 'Mid Panel Stress Web Design Member Web Tension 0.5297 Allow Tension 0.9528 Web Comp 0.9302 Allow Comp 0.7771 Weld Qty 0.4436; Material W2 14,545.55 21,417.86 2,010.34 5,630.14 5.11 x 0.230 1 WR10A20B = Wrapped R100 with E W3 879.35 14,453.10 6,368.70 6,907.09 2.86 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,101.96 7,865.88 831.49 3,016.15 4.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 722.29 14,453.10 5,315.55 6,352.65 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,587.57 4,826.79 613.10 1,008.83 4.01 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 503.90 3,076.84 10,795.89 4,826.79 3,804.82 4,800.58 394.701 1,008.83 2.00 x 0.129 2.69 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 304.27 7,865.88 2,290.43; 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,190.07 4,826.79 304.271 1,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 304.27 7,865.88 2,190.071 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x.102 V1 177.66 7,865.88 1,919.401 3,194.62 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 ' Symmetrical 280.00 Joist 4,826.79_ 1,203.55 ' 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM R1111. flINf: S VSTFMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description. Short Span Crimp 30K280/170 TCX Right ' TCX Length 0-0 1 TCX Length 10-0 i TCX Type R, Rnfd. TCX Type I R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 ' BPL Length 3-9 3/8 BPL Length , 3-6 5/8 Clear Bearing 0-4 1/4 Clear Bearing ;0-4 BPL Material: A28B = 1.7350 x 0.150 i Total Load 280.00 BPL Material: A28B = 1.7350 [Total Load x 0.150 280.00 Reqd TL Def L/80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00! Reqd LL Def L/120 0.00 Reqd LL Def U120 0.00, 'Section Modulus 1.3770 Section Modulus 1.37701 1i Reqd SM 0.0000 Reqd SM 0.0000, Mom of Inertia 1.8035 Mom of Inertia 1.8035; Reqd MI 0.0000 Reqd MI 0.00001 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL ' Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM ! Case 3d: DL+CL+TL+SL+FEM 'Case 3e: DL+CL+TL+LL 1 Case 3f: DL+CL+TL+SL ' Case 4a: DL+WL+AX !Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP !Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX 1 Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 10:13:15 AM Mark: J26 co Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201410:09:32 AM NEW /MILLENNIUM Location: Joist Description: Mark: RIM ninon SVTFM Geometry Base Length: Working Length. 46-5 5/8 46-1 5/8 Variable Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.87 BC 10 Short Span Crimp Panel Length: @ 4-0 30K280/170 Shape: Parallel Chords J27 BC Panel 3-0 7/8 4-8 3/4 TC Panel 2-1 7/8 3-1 3/4 I I I I'I 1 I I;I I I 11 I I I I 1111 111.11 I IJ I;I I_I II 111111'1 IJ 111 LI 1111 J IJ I LI 1111 l 11 I 1,1111111 LI II I I 11 1 1 First Half I 1-2 1-6 1 First Diag. 4-2 7/8 6-2 3/4 Depth 30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 46-5 5/8 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 46-5 5/8 1 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 46-5 5/8 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 23-2 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) Summary TC Max Panel 48.00 Tension BC. WL (2) TC Reaction 6,953.53 Compresion LE. 42.00 BC Tension 42.00 Reaction RE. 6,956.24 BC Compresion TC Minimum 1,739.06 - Shear. Web Tension Max 33,204.12 Web 0-0 TC Comp.. Comp. Web 46-5 5/8 Max BC Tension 33,201.82 Length PP Dist. W2 1,119.99 9,185.32 0.00 0.00 10,468.30 1,453.90 45.27 0-2 V1S 1,087.40 8,992.29 0.00 0.00 295.35 1,299.82 30.89 2-1 7/8 W3 1,087.40 8,992.29 10,393.44 1,495.52 935.27 6,736.50 32.08 3-07/8 W4 2,679.65 18,958.46 10,393.44 1,495.52 7,139.06 982.87 37.54 4-2 7/8 W5 2,679.65 18,958.46 22,170.35 3,168.69 873.63 6,354.26 37.54 6-2 7/8 W6 3,587.89 25,172.87 22,170.35', 3,168.69 5,626.00 764.39 37.54 8-2 7/8 W7 3,587.89 25,172.87 27,709.81 3,937.26 655.15 4,844.73 37.54 10-2 7/8 W8 4,216.79 29,781.18 27,709.81 3,937.26 4,116.47 545.91 37.54 12-2 7/8 W9 4,216.79 29,781.18 31,386.98 4,426.48 436.67 3,331.67 37.54 14-2 7/8 W10 4,566.33 32, 527.18 31, 386.98 4,426.48 2,603.41 327.43 37.54 16-2 7/8 ' W11 4,566.33 32,527.18 33,201.82 4,636.35 314.99 2,261.58 37.54 18-2 7/8 W12 ' Symmetrical Standard Verticals Member 4,636.53 Joist Position 33,204.12 Max Tension 33,201.82 4,636.35 Max Comp. Length 2,26. 1.58 1,071.01 37.54 20-2 7/8 V2 Interior 280.00 1,214.55 , 28.87' 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:09:32 AM NEW IVI I L L E N N I U M Location: Joist Description: Mark: RI 111. fllNf: Chord Properties Chord SVSTFMS Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K2801170 Q Material J27 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending 1.00 1 Top Chord 0.5550 Analysis Fy. 50,000.00 Check 0.5933 End Fb: 30,000.00 Panel 0.3554 LE First 1.2664 Mom of Inertia: 488.84 Panel LE 0.5563 , LL 360: 1185.98 Interior Panel 0.1954 i First LL 240: 278.97 Panel 0.9834 RE End Panel A32B = Max Bridg TC: 17-4 7/8 RE 11 1.9060 x Gap Between 0.158 Max Bridg BC: 20-0 1/2 Chords: ' Length 23.88 25.00 24.00 37.00 35.75 j 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 ' 015000d Len 2X Axial Load 9,185.32 8,992.29 33,204.12' 12,408.00 12,904.28 'Max Load Fillers TC: fa 4,182.75 7,241.34 26,738.70 9,991.95 5,876.27' 1 33,486.75 i 1 Maximum K L/r 67.08 70.24 39.931 103.96 100.45 Max Load no Fillers TC: ' Fcr 35,980.66 34,856.57 44,498.84; 22,686.44 23,909.15 26,983.18 Fa 21,588.39 20,913.95 26,699.31, 13,611.87 14,345.49 TCOAL0Ryy 429.9405 F'e 412, 370.06 165,466.94 179, 543.11 75, 541.88 183, 916.97 0.9949 0.9781 0.9002 0.9339 0.9840 1. Stress: BCm 1.00 ' I Panel Point Moment 1331.37 1331.37 0.00 3154.34 3154.34 BC uRz: Mid Panel Moment 1034.01 587.02 0.00 1439.37 2262.06 ,135.0591 Panel Point fb 966.85 4041.30 0.00 9574.82 2290.69 TC Shear Stress: Mid Panel fb 682.46 754.12 0.00 1849.11 1492.99 13,754.73 Fillers 0 0 10; 0 0 BCShear Stress: 14,900.99 11Panel Point Stress 5,149.60 11,282.64 26,738.70 19,566.77 8,166.96' ' Mid Panel Stress Web Design Member Web Tension 0.1199 Allow Tension 0.3698 Web Comp 1.00151 Allow Comp 0.7997 Weld Qty 0.4556' Material W2 10,468.30 21,417.86 1,453.90 6,933.71 3.68 x 0.230 1 R100 = round 1 W3 935.27 14,453.10 6,736.50 7,231.95 3.02 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 7,139.06 7,865.88 982.87 3,036.22 4.71 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 873.63 14,453.10 6,354.26 6,374.92 2.85 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1 W6 1 5,626.00 5,787.30 764.39, 1,340.86 4.21 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 W8 655.15 4,116.47 14,453.10 4,826.79 4,844.73 6,374.92 545.91 1,016.48 2.18 x 0.150 3.60 x 0.077 1 1 C28BB = 1.125 x 1.344 x .150 C10AB = 1.125 x 0.756 x .077 W9 436.67 9,029.40 3,331.671 3,471.47 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W10 2,603.41 4,826.79 327.43; 1,016.48 2.28 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 314.99 7,865.88 2,261.58 3,036.22 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W12 2,261.58 5,787.30 1,071.01 1,340.86 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 1 V1 295.35 4,826.79 1,299.82 1,501.11 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280._0.0 Joist 4,826.79 1,214.55 1,719.08 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI III rllNr SVriYFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-6 BPL Length 3-6 5/8 (Clear Bearing 0-3 7/8 Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 i Total Load 280.00 Reqd TL Def L/80 0.00 ' Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 Section Modulus , Reqd SM 0.00; 1.37701 0.0000 Section Modulus 1.3770 Reqd SM 0.0000 Mom of Inertia 1.8035 1 Mom of Inertia 1.80351 Reqd MI 0.0000 !Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP 1 Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 10:09:32 AM Mark: J27 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:02:54 AM NEW MILLENNIUM Location: Joist Description: Mark: F1.',ninon SVSTFMS 1 Geometry Base Length: 43-11 1/2 Variable Working Length: 43-71/2 Left End TUK1MLA, Right Joist Depth: 30.00 End WA 1EffectiveDepth: 28.89 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J29 BC Panel 4-2 3/4 4-8 3/4 I I I I I'i I I I I I''I I I I'.I I I I'I I I I I I I I I II I I I 1111111 I I I I I1 11 IJ 1.1 I I I;I 1 1 1 1 1 1 III I I II I I I I I I; I I I I I 1 TC Panel 2 10 3/4 3 1 3/4 I LI LI LI \ ,`\ 1 I 1 j First Half 11-6 1-6\; j 1 1 i First Diag. 5-8 3/4 6-2 3/4 Depth 30.00 , Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc./Begin Sp/End (Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-11 1/2 ' Uniform (plf) LL (1) 170.00 170.00 TC ; + 0-0 43-11 1/2 ; Uniform (plf) SM (1) 15.00 15.00 TC 1 + 0-0 43-11 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 124.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 6,601.75 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 6,604.63 IBC Compresion TC Minimum 1,651.16 - Shear: Web Tension Max 29,568.31 Web 0-0 TC Comp.: Comp. Web 43-11 1/2 Max BC Tension 29,898.48 Length I PP Dist. 1 W2 1,448.96 11,253.46 0.001 0.00 12,198.41 1,684.36 56.67 0-2 V1S 1,384.28 10,870.36 0.001 0.00 221.83 1,599.14 33.03 2-10 3/4 1 W3 1,384.28 10,870.36 13,869.821 1,986.06 874.20 6,335.82 34.04 4-2 3/4 W4 2,500.62 17,897.31 13,869.821 1,986.06 6,111.18 832.63 37.56 5-8 3/4 W5 2,500.62 17,897.31 20,680.811 2,945.41 723.43 5,323.43 37.56 7-8 3/4 W6 3,320.43 23,388.59 20,680.81 2,945.41 4,595.45 614.23 37.56 9-8 3/4 W7 3,320.43 23,388.59 25,631.23 3,625.68 505.04 3,811.44 37.56 11-8 3/4 j W8 3,861.15 27,408.73 25,631.23 3,625.68 3,083.46 395.84 37.56 13-8 3/4 W9 3,861.15 27,408.73 28,721.09 4,026.86 297.73 2,295.71 37.56 15-8 3/4 ' W10 4,122.79 29, 568.31 28, 721.09 4,026.86 2,146.45 297.73 37.56 17-8 3/4 W11 * Symmetrical Standard Verticals Member 4,122.79 Joist Position 29, 568.31 Max Tension 29, 898.481 4,148.96 Max Comp. Length 297.73 2,146.451 37.56119-8 3/4 V2 Interior 280.00 1,197.431 28.89 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:02:54 AM NEW /MILLENNIUM Location: Joist Description: Mark: Fli in nItin ' Chord Properties Chord iYSTFMS Area TUKWILA, Rx WA Rz 1 Ryy Y Short Span Crimp Ix 30K280/170 Q Material J29 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending 11 K: 1.00 Top Chord 0.5206 Analysis Fy. 50,000.00 Check 0.5580 I Fb: 130,000.00 End Panel 0.3331 LE First ! 1.2260 Mom of Inertia. 473.22 Panel LE 0.5292 LL 360. 212.94 Interior Panel 0.1621 First LL 240. 319.41 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC. 17-61/8 RE Gap Between 0.158 Max Bridg BC: 19-10 3/8 Chords: Length 32.75 34.00 24.00' 37.00 r 1.1250 35.75 Bending Load 280.00 280.00 0.00 280.00 Min Weld Len 2X: 280.001 05000 Axial Load 11,253.46 10,870.36 29,568.31 11,806.84 12,302.66 Max Load Fillers TC: i fa 5,124.53 8,753.72 23,810.85 9,507.85 5,602.30 33,486.75 Maximum K L/r 92.02 95.53 39.93 103.96100.45 Max Load no Fillers TC: Fcr 26,920.45 25,654.58 44,498.84 22,686.44 23,909.15 26,983.18 Fa 16,152.27 15,392.75 26,699.31 13,611.87 14,345.49' 406..5457 5457 TC : 'F'e 219,154.95 89,460.93 179,543.11 . 75,541.88 183,916.97 Cm 0.9883 0.9511 0.9111 ; 0.9371 BC Stress: 0.9848 0.96 Panel Point Moment 2638.55 2638.55 0.00 3154.34 3154.34; BC L/Rz: Mid Panel Moment 1901.20 1201.93 0.00 1439.37 2262.06 ;144.1009 Panel Point fb 1916.13 8009.18 0.00 9574.82 2290.69 ITC Shear Stress: Mid Panel fb 1254.82 1544.08 0.00, 1849.11 1492.99 13,013.53 Fillers 0 0 8 0 BC Shear Stress: o, 15,179.81 Panel Point Stress 7,040.65 16,762.90 23,810.85 19,082.67 7,892.99 Mid Panel Stress Web Design Member Web Tension 0.3555 Allow Tension 0.6207 Web Comp 0.8918 Allow Comp 0.7635 Weld Qty 0.4364 Material W2 12,198.41 13,007.79 1,684.36i 3,714.13 5.48 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 874.20 14,453.10 6,335.82 6,907.09 2.84 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1 W4 6,111.18 7,865.88 832.63 3,016.15 4.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 723.43 14,453.10 5,323.431 6,352.65 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,595.45 4,826.79614.23 1,008.83 4.02 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 505.04 3,083.46 10,795.89 4,826.79 3,811.44, 4,800.58 395.84 1,008.83 2.00 x 0.129 2.70 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 297.73 7,865.88 2,295.71 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,146.45 4,826.79 297.731,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 297.73 7,865.88 2,146.45 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 221.83 5,787.30 1,599.141 1,721.14 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 I V2 ' Symmetrical 280.00 Joist 4,826.79 1,197.43j 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 ,NEW MILLENNIUM Location: TUKWILA, WA 111111 flINC SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right 1 TCX Length 0-0 '1TCX Length , 0-0 TCX Type R, Rnfd. . TCX Type 'R, Rnfd. TCX Depth 2 1/2 i TCX Depth 2 1/2 BPL Length 3-3 1/4 , BPL Length 3-6 5/8 Clear Bearing 0-4 j Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00: Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00, 1 Regd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3770 Section Modulus 1.3770! 1 Reqd SM 0.0000 Reqd SM 0.0000 1 Mom of Inertia 1.8035 Mom of Inertia 1.8035 Reqd MI 0.0000 Reqd MI 0.0000, c.,.,. T,...... 1 ......,,d lo..s.......d ce.,r....e. 1 .,....ew /oe:..r.....e.al Load Combinations Case 1: DL i Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX 1 Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/201410:02:54 AM Mark: J29 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 01111 f71Nf: S VS -1 -FMS Geometry Base Length: 23-6 3/4 Working Length: 23-2 3/4 Variable Left End BC Panel 12-8 3/8 TC Panel 1-10 3/8 • First Half 1-1 Joist Depth: 16.00 Right End 2-8 3/8 1-10 3/8 1-1 First Diag. Depth 3-9 3/8 3-9 3/8 Loads Load Type Uniform (plf) IlUniform (plf) 16.00 16.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 1:11:57 PM Mark: J3 Category Loadl Load2 Position Direction Loc/Begin Sp/End 23-6 3/4 23-6 3/4 DL (1) LL (1) 110.00 170.00 110.00 170.00 TC TC 0-0 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 11-9 3/8 0-0 Conc Load (lbs) WL (1) 1,100.00 0.00 TC 4-8 Conc Load (lbs) WL(1) 350.00 0.00 TC 12-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC 0-0 Conc Load (lbs) Conc Load (lbs) WL (2) 1,100.00 0.00 TC 4-8 4-8 12-8 23-6 3/4 4-8 WL (2) 350.00 0.00 TC 12-8 12-8 Stress Analysis Summary Int. Panel TC• Max Panel BC: 24.00 48.00 Member W2 V1S W3 W4 W5 W6 TC Tension Reaction LE' 4,035.02 TC Compresion Reaction RE 3,746.71 BC Tension BC Minimum Shear: 1,008.76 Compresion Web Tension Max TC Comp 16,854.48 Web Comp. Max BC Tension 17,565.29 Web Length 3,007.36 7,200.69 0.00 I 0.00 8,583.27 3,361.01 33.95 PP Dist. 0-2 1-10 3/8 2,957.28 6,917.51 0.001 0.00 377.99 1,277.80 18.16 2,957.28 6,917.51 9,631.161 4,179.29 1,877.07 4,385.53 19.97 5,334.42 13,176.56 9,631.16; 4,179.29 4,502.04 1,366.22 28.39 5,334.42 13,176.56 15, 391.571 5,585.49 1,145.04 3,411.91 28.39 2-8 3/8 3-9 3/8 5-9 3/8 5,703.55 16,854.48 15,391.571 5,585.49 2,522.37 987.73 28.39 7-9 3/8 W7 5,703.55 " Symmetrical Joist Standard Verticals Member V2 Position Interior 16, 854.48 Max Tension 570.98 17, 565.29 5,688.61 Max Comp. Length 1,414.99 15.161 719.30 1,889.11 28.39 9-9 3/8 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:57 PM NEW M I L L E N N IUM 'Location: Joist Description: Mark: RI tot nINr. Chord Properties Chord SVSTF NIS Area i TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J3 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K: 1.00 Top Chord 0.2981 Analysis 1Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 LL 360: i 222.71 Interior Panel 0.0545 First LL 240: 334.07 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 14-1 7/8 RE 1.3750 x Gap Between 0.118 Max Bridg BC: 11-0 3/4 Chords: Length 20.38 23.00 24.00 23.00 20.38 1.1250 BendingLoad 280.00 0.00 0.00 0.00 280.00 I 0 5n 00WelLen 2x: 0 5000 Axial Load 7,200.69 6,917.51 16,854.48 6,207.77 6,541.63 i ;Max Load Fillers TC: fa 10,101.98 9,704.71 23,645.45 8,709.00 9,177.37 17,689.38 Maximum K Ur 72.85 82.23 51.48 82.23 72.85 Max Load no Fillers TC: Fcr 33,770.05 30,384.37 40,951.73 30,384.37 33,770.05 ,112,564.67 ' ; Fa 20,262.03 18,230.62 24,571.04 18,230.62 ITC O: URyy 20,262.03 252. 25 ,, j F'e 149,846.66 117,594.39 107,999.01 117,594.39 149,846.66 .33221414 Cm 0.9663 0.9587 0.8533 0.9630 0.9694 BC Stress: 0.98 Panel Point Moment 1034.69 1070.16 0.00 1108.34 1108.34 BC URz: Mid Panel Moment 547.65 490.50 0.00 463.39 706.84 187.8669 Panel Point fb 7082.60 7325.39 0.00 7586.80 7586.80 TC Shear Stress: Mid Panel fb 1551.08 1389.21 0.00 1312.43 2001.96 ,13,653.92 Fillers 0 0 6 0 0 BC Shear Stress: 16,487.20 Panel Point Stress 17,184.58 17,030.09 23,645.45 16,295.80 16,764.17 Mid Panel Stress Web Design Member Web Tension 0.5490 Allow Tension 0.5784 Web Comp 0.9623, Allow Comp 0.5208 Weld Qty 0.5175 Material W2 8,583.27 9,716.30 3,361.01 5,628.26 4.48 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,877.07 7,865.88 4,385.53 4,860.09 2.90 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,502.04 4,826.79 1,366.22 1,924.18 3.94 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,145.04 7,865.88 3,411.91 4,094.98 2.25 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,522.37 4,826.79 987.73 1,924.18 2.21 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 719.30 377.99 4,826.79 4,826.79 1,889.11 1,277.80 1,924.18 3,089.84 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical 5.70.98 Joist 4,826.79 1,414.99 3,3.09.18 2.0.0 x 0.07.7 1 C10AB = 1.125 x 0 .756 x_.077 Job Number. 5814-0005 NEW MILLENNIUM ILocation: TUKWILA, WA RI111 f91N1: SYSTp M4 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA2801170 TCX Right TCX Length 0-3 TCX Length 0-0 TCX Type R ,TCX Type R TCX Depth 2 1/2 'TCX Depth 2 1/2 BPL Length 0-7 BPL Length 0-4 Clear Bearing 0-6 7/8 Clear Bearing , 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 1 1 BPL Material: A28B = 1.7350 x 0.150 1[Total Load 280.00 , Total Load ; 280.00 Reqd TL Def L/80 0.04 Reqd TL Def L/80 j 0.00 !Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1461 Section Modulus 0.0000 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000 Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL . Case 3b: DL+CL+TL+SL ; Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP ' Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM I .Seat Type: Lapped 1 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/20141:11:57 PM Mark: J3 STRESS ANALYSIS - PAGE 1 0 I Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:16:54 AM NEW MILLENNIUM Location: Joist Description: Mark: RIM nINn `"i,t, Geometry Base Length: 16-10 5/8 Variable TRMS 1 Working Length: 116-6 5/8 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.20 BC 3 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J30 i • BC Panel 3-1 3/4 2-5 7/8 11111111111111111111111Ik 1111 LI1I1I;I111IJ1111111111111111111LI1111111111111111111111111 TC Panel 12-5 3/4 1-5 7/8\ First Half 11-9 1-6 First Diag. 14-10 3/4 3-11 7/8 � ; Depth 16.00 Loads 11 Load Type Category 16.00 Load1 Load2 Position TDirection Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 16-10 5/8 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 16-10 5/8 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-5 3/8 0-0 ' Axial (lbs) SM (1) 3,000.000.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 16-10 5/8 I Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 2,802.14 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 2,809.72 I BC Compresion TC Minimum 702.43 Shear. Web i - Tension Max 10,068.69 Web 0-0 TC Comp.: Comp. Web 16-10 5/8 Max BC Tension 9,091.75 Length i PP Dist. W2 1,643.58 7,003.55 0.00! 0.00 6,334.21 764.26 38.85 0-2 V1S 1,744.39 6,693.97 0.00! 0.00 271.09 1,349.75 17.18 2-5 3/4 1' W3 1,744.39 6,693.97 7,113.34 j 926.99 340.63 2,865.20 25.92 3-1 3/4 W4 1,095.89 10,068.69 7,113.341 926.99 2,515.05 271.06 28.41 4-10 3/4 W5 L.* Symmetrical Standard Verticals 1 Member 1,095.89 Joist Position 10,068.69 Max Tension 9,091.75 1,132.16 Max Comp. , Length 383.14 1,312.84 28.41 6-10 3/4 V2 i Interior 280.00 1,096.53! 15.20 ' „ , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:16:54 AM NEW M{ 1 L L EN N 1 U M Location: Joist Description: Mark: 81111 nwr. Chord Properties Chord 7FMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J30 TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 1 Axial and Bending K: 1.00 Top Chord 0.2597 Analysis F ' Y 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE i Mom 164.23 First 1.0513 of Inertia' Panel LE 0.3969 ; LL 360' i 529.17 Interior Panel 0.0480 First LL 240' 793.75 Panel 0.9471 RE !max 114-2 End Panel A16B = 1.3750 x BridgTC' 3/8 RE Gap Between 0.102 Max BridgBC' 21-0 3/8 Chords: Length 27.75 29.00 24.00 30.00 15.88 11.1250 ' Bending Load 280.00 280.00 0.00' 280.00 Min Weld Len 2X• 280.00 0 5000 Axial Load 7,003.55 6,693.97 10,068.69 5,806.77 6,182.15 Max Load Fillers TC: I fa 4,517.25 11,227.72 16,888.12. 9,739.64 3,987.46 14,303.30 'Maximum K L/r 108.61 67.85 56.15. 70.19 62.13 Max Load no Fillers TC: Fcr 21,093.91 35,618.89 39,588.75 , 34,790.68 37,600.78 9,463.73 Fa 12,656.35 21,371.33 23,753.251 20,874.41 22,560.47 188..0370 0370 Tc : F'e 313,902.63 62,168.55 90,770.41i 58,093.06 959,165.25 Cm 0.9928 0.9097 0.8753 0.9162 BC Stress: 0.9979 , 0 58 Panel Point Moment 1801.94 1801.94 0.00; 1843.14 1843.14 ec URz: Mid Panel Moment 1395.82 865.60 0.00' 970.38 1127.58,' 186.4802 Panel Point fb 1541.99 16062.10 0.00 i 16429.28 1577.24' , TCShearStress: Mid Panel fb 1470.58 3203.51 0.00' 3591.30 964.9111'149.59 Fillers 0 1 4 1 0 BC Shear Stress: . Panel Point Stress 6,059.24 27,289.82 16,888.12 26,168.92 ,12,720.30 5,564.70 Mid Panel Stress Web Design Member Web Tension 0.4014 Allow Tension 0.6495 Web Comp 0.7110' Allow Comp 0.6025 Weld Qty 0.1208 Material W2 6,334.21 7,079.29 764.26 3,316.70 4.18 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 340.63 7,865.88 2,865.20 4,289.82 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 2,515.05 4,826.79 271.06 1,899.84 2.20 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 383.14 4,826.79 1,312.84 1,899.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 271.09 4,826.79 1,349.75, 3,150.16 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' V2 * Symmetrical 280.00 Joist 4,826.79 1,096.53' 3,297.92 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: R1111. mitt SYS TFMS I TUKWILAI WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 ' ;TCX Length ;0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 i TCX Depth 2 1/2 BPL Length 2-10 1/4 1 BPL Length .1-11 Clear Bearing 0-4 3/4 Clear Bearing '0-4 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00i Total Load 280.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 1 0.00 Live Load 170.00 , Live Load 170.00 Reqd LL Def U120 0.00' Reqd LL Def U120 0.00 Section Modulus 0.94921 Section Modulus 0.9492 Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 1.3094 Mom of Inertia 1.3094 Reqd MI 0.0000 Reqd MI , 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX 1 Case 4f: DL+SM-AX 'Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 1 Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:16:54 AM Mark: J30 G, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:43 AM NEW MILLENNIUM Location: Joist Description: Marls: FII III nlNfi SVSTFMS Geometry i Base Length. Working Length: 18-4 3/4 18-0 3/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.20 BC 4 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J31 BC Panel 3-1 3/4 1-6 III 1111111111111 IJ 11111.11111111 I;I 11 1 LI 11111111/ 111 IJ 111 LI 11111111/ I 111:1 I 1111 I 11111 1111 TC Panel 2-5 3/4 1-6 First Half1-9 0-0 First Diag. .4-10 3/4 1-6 Depth 116.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-4 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-2 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 18-4 3/4 Gross Uplift Stress Analysis Int Panel TC' 24.00 Member (plf) Summary I Max Panel 148.00 TC Tension BC' WL (2) 1 Reaction 13,014.86 TC Compresion LE. 42.00 BC Tension 42.00 1 Reaction RE 3,021.81 1 BC Compresion TC Minimum 1755.45 - Shear Web Tension Max 11,423.25 Web 0-0 TC Comp.: Comp. Web 18-4 3/4 Max BC Tension 10,727.90 Length PP Dist. W2 1,499.71 7,445.39 0.00 0.00 6,877.88 845.32 38.85 0-2 V 1 S 1,600.51 7,135.81 0.00, 0.00 271.09 1,356.70 17.18 2-5 3/4 W3 1,600.51 7,135.81 7,902.84 1,045.42 394.72 3,247.38 25.92 3-1 3/4 W4 1,430.15 11,066.71 7,902.84 1,045.42 4,361.79 525.77 28.41 4-10 3/4 W5 1,304.47 11,423.25 10,727.90' 1,350.75 368.78 3,107.48 28.41 6-10 3/4 W6 ' Symmetrical Standard Verticals 1 Member 1,304.47 Joist Position 11,423.25 Max Tension 10,727.90 1,350.75 Max Comp. Length I 2,060.84 1,411.94 28.41 8-10 3/4 i V2 I Interior 280.00 1,103.48 15.201 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 (Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run. 8/4/201411:15:43 AM NEW MILLENNIUM Location: Joist Description: Mark: 111111 WING 1 Chord Properties Chord SV STEMS Area ,TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J31 TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 Al 8B = 1.3750 x 0.118 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE 1Mom 64.23 First 1.0513 of Inertia: Panel LE 0.3969 I LL 360: ;407.21 Interior Panel 0.0480 First LL 240: 610.81 Panel 0.9471 RE End Panel A16B = 1.3750 Max Bridg TC: 14-0 RE , x Gap Between 0.102 Max Bridg BC: 21-0 3/8 Chords: Length 27.75 29.00 24.00 24.00 16.0011 1.1250 Bending Load 280.00 280.00 0.00 0.00 280.00 01n 50004 Len 2X: MWel Axial Load 7,445.39 7,135.81 11,423.25 7,728.90 4,910.681 Max Load Fillers TC: fa 4,802.24 11,968.82 19,160.11 12,963.60 3,167.371 14,303.30 l 1 Maximum K L/r 108.61 67.85 56.15 93.93 62.621. Max Load no Fillers TC: Fcr 21,093.91 35,618.89 39,588.75 26,193.75 37,433.99 9,463.73 Fa 12,656.35 21,371.33 23,753.25, 15,716.25 22,460.391 rcoauRyy: 205.1958 F'e 313,902.63 62,168.55 90,770.41 90,770.41 944,236.81 I Cm 0.9924 0.9037 0.8586 0.9286 0.9983 BC Stress: 0.69 Panel Point Moment 1801.94 1801.94 0.00 1126.06 1097.50 Bc L/Rz: Mid Panel Moment 1395.82 865.60 0.00 568.22 499.76 186.4802 ' Panel Point fb 1541.99 16062.10 0.00 10037.41 939.17 TCShearStress: Mid Panel fb 1470.58 3203.51 0.00 2102.94 427.67 11,905.86 Fillers 0 1 6 0 0 BC Shear Stress: 13,589.62 Panel Point Stress 6,344.23 28,030.92 19,160.111 23,001.00 4,106.54 Mid Panel Stress , Web Design 1 Member Web Tension 0.4240 Allow Tension 0.6870 Web Comp F 0.8066 Allow Comp 0.9011 Weld Qty 0.0849 Material 11 W2 6,877.88 7,079.29 845.32 3,316.70 4.54 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 W3 394.72 7,865.88 3,247.38 4,289.82 2.14 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,361.79 4,826.79 525.77 1,899.84 3.81 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 W5 368.78 7,865.88 3,107.48 4,077.09 2.05 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,060.84 4,826.79 1,411.94' 1,899.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 V2 Symmetrical 271.09 280.00 Joist 4,826.79 4,826.79 1,356.70, 3,150.16 _ 1,103.481 3,297.92 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 ninon SvSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-10 1/4 i BPL Length 1-9 3/8 Clear Bearing 0-4 3/4 i Clear Bearing 0-4 RPI Matorial- A7RR = 1 73Rn v n 1R11 RPI Matarial• A7RR = 1 74Rn v n 1 Rn Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 170.00, , Live Load 170.00 Reqd LL Def U120 0.001 Reqd LL Def L/120 0.00 Section Modulus,0.9492 Section Modulus 0.9492 Reqd SM 0.0000 Reqd SM 0.0000, 1.3094, Mom of Inertia 1.3094 Mom of Inertia Reqd MI 0.0000 , Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP I Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:15:43 AM Mark: J31 i Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 81111 noNn �iV"iTFMS Geometry Base Length: 19-11 Variable BC Panel TC Panel First Half First Diag. Depth Working Length: 119-7 Left End 13-1 3/4 2-5 3/4 11-9 4-10 3/4 16.00 Joist Depth: 16.00 Right End 3-0 1/4 Loads Load Type Uniform (plf) Uniform (plf) 3-0 1/4 0-0 3-0 1/4 16.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Effective Depth: 15.20 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:15:15 AM Mark: J32 11111.111M,1111LILI111111I11111111IJIIIIIIILI1.1Ii1I1_111111.111IJ111111ILI1111111111.11IIJ1I Load1 Load2 Position Direction Loc/Begin DL (1) 110.00 110.00 TC + 0-0 Sp/End 19-11 LL (1) 170.00 170.00 TC + 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-11 1/2 Axial (lbs) Uniform (plf) Gross Uplift (plf) SM (1) 3,000.00 0.00 TC + 0-0 SM (1) 15.00 15.00 TC 1 + 0-0 WL (2) Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Member W2 V1 S W3 W4 W5 TC Tension Reaction LE: 3,228.85 TC Compresion 42.00 Reaction RE: 3,235.26 BC BC Tension 42.00 TC Minimum Shear. 808.81 Compresion Web Tension 0-0 Max TC Comp.: 13,325.66 Web Comp. 1,354.84 7,890.28 0.00 0.00 7,424.78 926.95 19-11 0-0 0-0 19-11 19-11 Max BC Tension 12,195.23 Web Length PP Dist. 0-2 2-5 3/4 3-1 3/4 4-10 3/4 6-10 3/4 28.41 8-10 3/4 38.85 1,455.64 7,580.70 0.00 0.00 271.09 1,365.72 17.18 1,455.64 7,580.70 8,697.79 1,164.66 449.19 3,628.74 25.92 1,434.07 12,071.61 8,697.79 1,164.66 3,897.95 466.08 28.41 1,574.99 13,325.66 12,195.23 1,570.85 309.09 2,671.60 28.41 W6 1,574.99 * Symmetrical Joist Standard Verticals Member Position V2 Interior 13, 325.66 Max Tension 280.00 12,195.23 1,570.85 Max Comp. Length 1,112.50' 15.20; 1,624.95 406.48 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:15 AM NEW MILLENNIUM , Location: Joist Description: Mark: RI111. niNr. Chord Properties Chord SVSTFMS Area TUKWIIA, ' Rx w WA Rz 1 Ryy Y Short Span Crimp Ix 16KA2801170 Q Material J32 TC 0.2981 0.4274 0.2555 I 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC Axial and Bending K. 1.00 Top Chord 0.2597 Analysis Fy. 50,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 1.0513 Mom of Inertia 64.23 Panel LE 0.3969 LL 360 319.51 Interior Panel 0.0480 First LL 240 479.27 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC 13-101/8 RE Gap Between 0.102 Max Bridg BC' 1 19-6 5/8 Chords: Length 27.75 29.00 24.00' 24.00 1.1250 34.25 Bending Load 280.00 280.00 0.00 0.00 Min weld Len 2x: 280.00 0 5000 Axial Load 7,890.28 7,580.70 13,325.66 10,228.64 7,501.82 Max Load Filters TC: fa 5,089.19 12,715.04 22,350.99 17,156.40 4,838.64. 14,303.30 I Maximum K Ur 108.61 67.85 56.15 56.15 67.03 Max Load no Filers TC: ' Fcr 21,093.91 35,618.89 39,588.75 39,588.75 35,909.35 9,463.73 Fa 12,656.35 21,371.33 23,753.25 23,753.25 21,545.61 ' TcoauRyy: 222.4729 F'e 313,902.63 62,168.55 90,770.41 90,770.41 206,062.88 Cm 0.9919 0.8977 0.8350 0.9055 BC Stress: 0.98831 0.78 Panel Point Moment 1801.94 1801.94 0.00 1397.80 1397.801 ' BC URz: Mid Panel Moment 1395.82 865.60 0.00' 458.502722 '51 1 1186.4802 Panel Point fb 1541.99 16062.10 0.00 12459.62 1196.15' TC Shear Stress: Mid Panel fb 1470.58 3203.51 0.00 1696.86 12852.56 2868.32 , Fillers 0 1 6 1 1 BC Shear Stress: 14,670.20 'Panel Point Stress 6,631.19 28,777.14 22,350.99' 29,616.02 6,034.79 Mid Panel Stress Web Design Member Web Tension 0.4467 Allow Tension 0.7249 Web Comp 0.9410 Allow Comp j 0.7891 Weld Qty 0.3123 Material W2 7,424.78 8,126.46 926.95 4,052.32 4.24 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 449.19 7,865.88 3,628.74 4,289.82 2.40 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 3,897.95 4,826.79 466.08 1,899.84 3.41 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 309.09 7,865.88 2,671.60 4,077.09 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 ' W6 1,624.95 4,826.79 406.48 1,899.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 V2 " Symmetrical 271.09 280.00 Joist 4,826.79 4,826.79 1,365.72, 3,150.16 1,112.50 3,297.92 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125_ x 0.756 x .077 NEW MILLENNIUM RI 111 nlNr. 5sV STFt.AS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description.: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 TCX Length .0-0 TCX Type R, Rnfd. I TCX Type R, Rnfd. TCX Depth 2 1/2 � i TCX Depth 2 1/2 I BPL Length 2-10 1/4 I' BPL Length I 3-3 5/8 10-4 1/2 ! Clear Bearing 0-4 5/8 II Clear Bearing BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00 Reqd TL Def U80 0.00! I Live Load 170.00 Live Load 170.001 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 !Section Modulus 0.9492 Section Modulus 0.9492 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.3094 Mom of Inertia 1.3094 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX I Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM at Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:15:15 AM Mark: J32 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPOROERS Run: 8141201411:13:55 AM NEW MILLENNIUM Location: Joist Description: Mark: AIIii nitin riVSTFMS Geometry Base Length: Working Length* 22-11 1/4 22-71/4 Variable Left End TUKWILA, Right Joist Depth* 16.00 End WA Effective Depth 15.16 BC 5 © Short Span Crimp Panel Length* 4-0 16KA280/170 Shape: Parallel Chords J34 BC Panel 3 1 3/4 2 0 1/2 I I I I I 111 I,I 1111 f 11111 I 1 1111 111 I I I I I IJ 11 I I I 1 I I 1 I I IJ I I I;1 11 LI I I 1 I I 1 I 1 I I I I 1 I I I I I I I I I I I I TC Panel 12-5 3/4 2-0 1/2 LI LI First Half ' 1-9 0-0 - First Diag. 4-10 3/4 2-0 1/2 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 22-11 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 22-11 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-5 5/8 0-0 I Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 22-11 1/4 Gross Uplift Stress Analysis Int Panel TC• ' 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC* WL (2) TC Reaction 3,653.47 Compresion LE' 42.00 BC Tension 42.00 Reaction RE 3,659.03 BC Compresion TC Minimum 914.76 - Shear. Web Tension Max 16,918.90 Web 0-0 TC Comp : Comp. Web 22-11 1/4 Max BC Tension 15,886.55 Length PP Dist. I W2 1,061.71 8,792.10 0.00 0.00 8,530.05 1,091.64 38.83 0-2 V1S 1,162.80 8,481.66 0.00 0.00 271.26 1,384.61 17.14 2-5 3/4 W3 1,162.80 8,481.66 10,305.35 1,405.40 558.41 4,387.17 25.90 3-1 3/4 W4 1,776.01 14,100.47 10,305.35 1,405.40 5,271.94 662.82 28.39 4-10 3/4 W5 1,928.41 15,229.85 15,151.77 2,013.61 505.51 4,056.76 28.39 6-10 3/4 W6 2,118.21 16,918.90 15,151.77 2,013.61 3,008.04 348.21 28.39 8-10 3/4 W7 " Symmetrical ' Standard Verticals Member 2,118.21 Joist Position 16,918.90 Max Tension 15,886.55 2,089.81 Max Comp. I Length 1,713.07 1,803.26 28.39 10-10 3/4 V2 Interior 280.00 1,130.61 15.16, 1 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:55 AM NEW NI L L E N N 1 U M! Location: Joist Description: Mark: RLIII nWr. Chord Properties Chord SVSTFMS Area TUKWNILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J34 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K. ' 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb:;Mom 30,000.00 Panel 0.2555 LE First 1.0563 of Inertia: 74.72 Panel LE 0.4034 LL 360: 1241.70 Interior Panel 0.0545 ' First LL 240: 362.56 Panel 0.9962 RE End Panel A18B = 1.3750 x _ Max Bridg TC: 14-2 3/8 RE 1 Gap Between 0.118 Max Bridg BC: 18-3 Chords: Length 27.75 29.00 24.00 24.00 22.50 1.1250 1 'Bending Load 280.00 280.00 0.00 0.00 280.00 Min weld Len 2x 0.5000 Axial Load 8,792.10 8,481.66 16,918.90 10,163.13 6,448.18 Max ,fa 5,274.20 11,899.07 23,735.82 14,258.03 3,868.13 Load Fillers TC: 17,689.38 Maximum K L/r 99.21 103.68 51.48 85.81 80.44 Max Load no Fillers TC: Fcr 24,294.62 22,747.03 40,951.73 29,087.79 31,032.57 12,564.67 11 ' ' Fa 14,576.77 13,648.22 24,571.04 17,452.68 18,619.54 245.53 Ryy: 245.5325 .F'e 315,082.97 73,968.41 107,999.01 107,999.02 479,276.22 - Cm 0.9916 0.9196 0.85271 0.9340 0.9960 BC Stress: 0.89 1 � Panel Point Moment 1813.66 1813.66 0.00 1157.87 1157.87 BC URz: 1. Mid Panel Moment 1391.92 861.45 0.00 546.16 926.52 187.8669 '1Panel Point fb 1506.14 12414.82 0.00 7925.79 961.54 r TC Shear Stress: Mid Panel fb 1306.53 2439.85 0.00 1546.88 869.68 12,213.20 Fillers 0 0 61 0 0 BC Shear Stress: 14,739.31 Panel Point Stress 6,780.35 24,313.89 23,735.82 22,183.82 4,829.681 Mid Panel Stress Web Design '1 Member Web Tension 0.4016 Allow Tension 0.9634 Web Comp 1 0.9660 Allow Comp 0.8723 Weld Qty 0.23401 Material W2 8,530.05 9,716.30 1,091.64 5,042.99 4.45 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 558.41 9,029.40 4,387.171 5,275.83 2.50 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 5,271.94 5,787.30 662.821 2,491.10 3.94 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 505.51 7,865.88 4,056.76 4,094.98 2.68 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 3,008.04 4,826.79 348.21 1,924.18 2.63 x 0.077 1 C10AB = 1.125 x 0.756 x .077 i W7 V1 1,713.07 271.26 4,826.79 4,826.79 1,803.26' 1,384.61 1,924.18 3,161.03 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 ' C10AB = 1.125 x 0.756 x .077 V2 1* Symmetrical 280.00 Joist 4,826.79 1,130.61 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 1 i Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI111 rtl Nf; �V STFM�i TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left 280.00 Total Load TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-10 1/4 BPL Length 12-3 7/8 Clear Bearing 0-4 1/2 I Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 'Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 • Live Load 170.00 Reqd LL Def U120 0.00, Reqd LL Def L/120 0.00 Section Modulus 1.06541 Section Modulus 1.0654 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4132 Mom of Inertia 1.4132 Reqd MI 0.0000 Reqd MI 0.0000, Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX ' Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:13:55 AM Mark: J34 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:13:30 AM NEW IV 1 L L E N N 1 U M Location: Joist Description: Mark: 1 R1.111 norgr: CVSTFM4 Geometry Base Length: 1124-5112 Variable i Working Length: 124-1 1/2 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.11 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J35 BC Panel 31 3/4 3-63/4 TC Panel 2-5 3/4 3-6 3/4 111111I11I111I11IJ11LI11111LI11.111LI11I11LI1111ILI11I11LI111111111I111111I1I1I1LI11111 \ 1 l !First Half 1-9 0-0 1 First Diag. 4-10 3/4 3-6 3/4 Depth 116.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc./Begin Sp/End j Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 24-5 1/2 1 Uniform (plf) LL (1) 170.00 170.00 TC , + 0-0 24-5 1/2 1 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-2 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 i Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 24-5 1/2 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,867.08 Compresion LE: 42.00 BC Tension 42.00 1 Reaction RE: 3,872.29 BC Compresion TC Minimum j 968.07 I - Shear: Web Tension Max 18,576.75 Web 0-0 TC Comp.: Comp. Web 24-5 1/2 Max BC Tension 18,390.84 Length PP Dist. W2 1,083.76 9,260.20 0.00 0.00 9,101.47 1,176.59 38.81 0-2 V1S 1,031.18 8,948.78 0.001 0.00 271.44 1,394.81 17.10 2-5 3/4 W3 1,031.18 8,948.78 11,137.41 ; 1,529.77 614.24 4,772.69 25.87 3-1 3/4 W4 1,952.27 15,148.58 11,137.411 1,529.77 4,830.72 604.37 28.36 4-10 3/4 W5 2,308.06 17,785.2216,675.43 2,241.35 446.71 3,623.24 28.36 6-10 3/4 W6 2,397.01 18,576.75 16,675.431 2,241.35 2,572.16 289.05 28.36 8-10 3/4 '1 W7 ' Symmetrical Standard Verticals Member 2,397.01 Joist Position 18,576.75 Max Tension 18,390.841 2,419.24 Max Comp. Length 429.74 1,817.00 28.36 10-10 3/4 1 V2 1 1 Interior 280.00 1,139.90' 15.11 I I - /� �/ Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:30 AM NEW N1I L L E N N 1 U M Location: Joist Description: Mark: RI IILf51NG Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J35 TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC Axial and Bending K: 1.00 Top Chord 0.3277 Analysis Fy: 50,000.00 Check 0.4466 End Fb: 30,000.00 Panel 0.2674 LE First 1.0805 Mom of Inertia: 81.30 Panel LE Interior 0.4213 LL 360: 216.32 Panel 0.0654 First LL 240: 324.49 Panel 0.9958 RE End Panel A20B = 1.4370 x Max Bridg TC: 14-71/8 RE Gap Between 0.124 Max Bridg BC: 18-21/4 Chords: Length 27.75 29.00 24.00 24.00 40.75 1.1250 Bending Load 280.00 280.00 0.00 0.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 9,260.20 8,948.78 18,576.75 13,303.45 9,877.27 Max Load Fillers TC: fa 5,350.86 11,525.99 23,926.77 17,134.79 5,707.42 119,744.75 Maximum K L/r 94.23 98.47 48.37 81.49 69.19 : Max Load no Fillers TC: Fcr 26,077.60 24,571.08 41,965.59 30,687.92 35,121.31 ,14,438.62 Fa 15,646.56 14,742.65 25,179.36 18,412.75 21,072.79 252..9922 9922 TC : F'e 313,282.78 83,794.45 122,345.71 122,345.72 145,280.48, Cm 0.9915 0.9312 0.8690 0.9300 BC Stress: 0.9804 0.54 Panel Point Moment 1822.70 1822.70 0.00 1881.671881.67 ! BC L/Rz: Mid Panel Moment 1388.91 858.25 0.00 281.70 3902.47 ;179.5064 Panel Point fb 1490.56 10728.40 0.00 11075.46 1538.78 • TC Shear Stress: Mid Panel fb 1244.59 2103.44 0.00 690.40 3496.99 12,253.35 Fillers 0 0 6 0 1 ' BC Shear Stress: 14,209.54 Panel Point Stress 6,841.42 22,254.39 23,926.77 28,210.25 7,246.20 Mid Panel Stress Web Design 1 Member Web Tension 0.3798 Allow Tension 0.8575 Web Comp 0.9503 Allow Comp 0.9555 Weld Qty 0.3801 Material W2 9,101.47 9,716.30 1,176.59 5,085.90 4.75 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 614.24 9,029.40 4,772.69 5,300.63 2.72 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 4,830.72 5,787.30 604.37 2,528.08 3.61 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 446.71 7,865.88 3,623.24 4,118.03 2.39 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,572.16 4,826.79 289.05 1,955.62 2.25 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 429.74 271.44 4,826.79 4,826.79 1, 817.00 1,955.62 1,394.81 3,174.80 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical 280.00 Joist 4,826.79 1,139.90 3,323.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 15814-0005 NEW MILLENNIUM!Locaat`ionn: 81.111. fllNr. SV STF 4 TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left 1 TCX Right TCX Length 0-0 !TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. l TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-10 1/4 BPL Length 13-10 1/8 Clear Bearing 0-4 3/8 1 Clear Bearing 0-4 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 'Total Load 280.001' Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 I I Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def 0120 0.00 Section Modulus1.1160 j Section Modulus 1.1160' Reqd SM 0.00001 I Reqd SM 0.0000 Mom of Inertia 1.45871 Mom of Inertia 1.4587 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:13:30 AM Mark: J35 0Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:07:14 AM NEW MILLENNIUM Location: Joist Description: Mark: RII I rnNn ri ,,,TFP.,1 Geometry Base Length: Working Length' 25-11 1/2 25-71/2 Variable Left End TUKWILA, Right Joist Depth' 16.00 End WA 1 Effective Depth' 15.07 BC 5 @ Short Span Crimp Panel Length' 4-0 16KA280/170 Shape' Parallel Chords J36 BC Panel 3-1 3/4 3-0 3/4 TC Panel 253/4 263/4 1IIIIIII.IIIIIIII:IIIIIIIIIIIIIIIILIII.IIIIIIf_IIIJIIIIILIIIIIIIIII»IIIIIIIIIIIIIIIIIIIII1 First Half 1-9 2-0 , First Diag, 4-10 3/4 5-0 3/4 Depth 16.00 Loads 11 Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End ' iUniform (plf) DL (1) 110.00 110.00 TC + 0-0 25-11 1/2 ;Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 25-11 1/2 ' Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-11 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 25-11 1/2 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,077.70 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 4,082.60 BC Compresion TC- Minimum 1,020.65 Shear: Web Tension Max 20,309.33 Web 0-0 TC Comp.: Comp. Web 25-11 1/2 Max BC Tension 20,829.21 Length PP Dist. W2 1,161.12 9,719.79 0.001 0.00 9,662.43 1,260.10 38.80 0-2 V1S 1,108.41 9,407.61 0.00 0.00 271.59 1,405.05 17.06 2-5 3/4 W3 1,108.41 9,407.61 11,955.24 1,652.10 669.25 5,151.01 25.85 3-1 3/4 W4 2,159.22 16,410.71 11,955.24, 1,652.10 4,484.84 559.36 28.34 4-10 3/4 W5 2,159.22 16,410.71 18,357.291 2,488.02 401.42 3,284.46 28.34 6-10 3/4 W6 2,683.06 20,309.33 18,357.291 2,488.02 2,231.54 252.95 28.34 8-10 3/4 W7 ' Symmetrical Standard Verticals 1 Member 2,683.06 Joist Position 20,309.33 Max Tension 20,829.21: 2,744.36 Max Comp. Length 271.25 1,919.03 28.34 10-10 3/4 V2 Interior 280.00 1,149.44 15.07 0Job ESS ANALYSIS - PAGE 2 Number. Name: 5814-0005 1Job INTERURBAN OFSTRFICES - SHOPORDERS Date Run: I 8/4/2014 11:07:14 AM 1 j NEW INA 1 L L E N N I U IV Location:`n Joist Description: Mark: FlI,II nwr. Chord Properties Chord SVSTFM"+ Area TUKWItA, Rx w WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J36 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 88.80 Panel LE 0.4390 LL 360: 1197.17 Interior Panel 0.0775 First LL 240: 295.75 Panel 0.9928 RE End Panel A22B = Max Bridg TC: 14-9 3/4 RE 1.5000 x Gap Between 0.129 ' Max Bridg BC: 18-21/2 Chords: Length 27.75 29.00 24.00 30.00 28.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 MWel 015000d Len 2x 1 Axial Load 9,719.79 9,407.61 20,309.33 9,244.56 9,486.95 Max Load Fillers TC: fa 5,354.07 10,923.84 23,582.59 10,734.52 5,225.82 22,261.66 Maximum K Ur 90.63 94.71 46.61 97.98 93.89 I Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07 24,783.06 26,243.82 116,651.95 Fa 16,455.61 15,570.00 25,593.64 14,869.84 15,746.29 TC 26.9URyy: 262.9166 F'e 312,511.25 90,229.30 131,741.05 84,314.27 291,149.44 :- - Cm 0.9914 0.9395 0.8801 0.9363 BC Stress: 0.9910 10.97 Panel Point Moment 1830.19 1830.19 0.00 1973.94 1973.94 1 BC URz: 1 Mid Panel Moment 1386.41 855.61 0.00 924.38 1484.97 ;171.6124 Panel Point fb 1466.39 9369.90 0.00 10105.84 1581.57 , TC Shear Stress: Mid Panel fb 1159.90 1828.57 0.00 1975.54 1242.36 111,665.21 Fillers F 0 0 4 0 BC Shear Stress: 0 13,784.93 1 Panel Point Stress 6,820.47 20,293.74 23,582.59 20,840.36 6,807.39 . Mid Panel Stress Web Design Member Web Tension 0.3604 Allow Tension 0.7654 Web Comp 0.9214' Allow Comp 0.7915 Weld Qty 0.3695 Material W2 9,662.43 9,716.30 1,260.10 5,120.80 5.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 669.25 9,029.40 5,151.01 5,320.73 2.94 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 4,484.84 4,826.79 559.36 1,981.25 3.92 x 0.077 1 C10AB = 1.125 x 0.756 x .077 I W5 401.42 7,865.88 3,284.46 4,136.75 2.17 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,231.54 4,826.79 252.95 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 i V1 271.25 271.59 4,826.79 4,826.79 1,919.03 1,405.05 1,981.25 3,185.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 Symmetrical 280.00 Joist 4,826.79 1,149.44 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA F111111,1Nr. SYSTRAolq TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. 'TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-10 1/4 BPL Length 2-11 .Clear Bearing 0-4 3/8 Clear Bearing 0-4 1/2 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 1 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 'Reqd MI j 0.00001 Seat Type: Lapped (Reinforced) 1 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:07:14 AM Mark: J36 0 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:19 AM NEW MILLENNIUM ' Location: Joist Description: Mark: RI111 nINn SVSTFM4 Geometry Base Length: I Working Length: 28-9 3/4 28-5 3/4 Variable Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.20 BC 6 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J38 ,I i BC Panel ;3-1 3/4 2-11 11111111111.1111111111111111111111111111111111111111111111111111,11111111111!111111111111 1 TC Panel j 2-5 3/4 2-5 \ First Half :1-9 1-0 First Diag. i 4-10 3/4 3-11 Depth !30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1, Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 28-9 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 28-9 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 28-9 3/4 i Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 1 0-0 1 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 14-4 7/8 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,478.31 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 4,482.70 BC Compresion TC Minimum 1,120.67 - Shear. Web Tension {Max14,014.51 Web 0-0 TC Comp.: Comp. Web 28-9 3/4 Max BC 12,842.64 Length Tension PP Dist. W2 1,702.52 6,540.63 0.00 0.00 6,567.59 868.66 46.16 0-2 V 1 S 1,754.99 6,379.48 0.00 0.00 248.74 1,263.17 30.28 2-5 3/4 I W3 1,754.99 6,379.48 6,948.06 969.33 554.52 4,204.64 35.97 3-1 3/4 W4 1,263.11 10,422.30 6,948.06 969.33 4,001.48 515.91 37.80 4-10 3/4 W5 1,263.11 10,422.30 10,815.91 1,487.86 407.18 3,185.76 37.80 6-10 3/4 W6 1,643.56 13,086.52 10,815.91 1,487.86 2,460.88 298.45 37.80 8-10 3/4 W7 1,643.56 13,086.52 12,842.64 1,730.23 193.54 1,645.15 37.80 10-10 3/4 W8 * Symmetrical Standard Verticals Member 1,747.85 Joist Position 14,014.51 Max Tension 12,842.64 1,730.23 Max Comp. j Length 1,450.64 216.87 37.80 12-10 3/4 , V2 I Interior 280.001,118.261 29.20 I I , 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 11:08:19 AM NEW IV11 L L E N N 1 U IV1 , Location: Joist Description: Mark: ni III nimr. Chord Properties 1 Chord VSTRMS Area I TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J38 TC 0.2981 0.4274 I 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 Axial and Bending K: 1.00 Top Chord Analysis Fy: 50,000.00 Check 0.4298 End 1 0.2574 Fb: 30,000.00 Panel LE First 1.0513 Mom of Inertia: 236.77 Panel LE 0.3969 LL 360: 382.96 Interior Panel 0.0480 First LL 240: 574.43 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 14-115/8 RE Gap Between 0.102 Max Bridg BC: 18-71/2 Chords: Length 27.75 29.00 24.00 18.00 27.00 1.1250 . BendingLoad 280.00 280.00 0.00 0.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 6,540.63 6,379.48 14,014.51 6,132.646,219.37 Max Load Fillers TC: i fa 4,218.67 10,700.23 23,506.39' 10,286.22 4,011.461 14,303.30 1 Maximum K L/r 108.61 67.85 56.15 70.45 105.68 Max Load no Fillers TC: Fcr 21,093.91 35,618.89 39,588.751 34,698.77 22 082.88 9,463.73 Fa 12,656.35 21,371.33 23,753.25 20,819.26 TC 13,249.73 323.53Ryy: 323.5324 • F'e 313,902.63 62,168.55 90,770.41' 161,369.61 331,583.84 Cm 0.9933 0.9139 0.8265 0.9681 BC Stress: 0.9940 0.82 Panel Point Moment 1801.94 1801.94 0.00 878.33 685.71 BC LRz: Mid Panel Moment 1395.82 865.60 0.00 162.98 1783.37 186.4802 Panel Point fb 1541.99 16062.10 0.00 7829.27 586.79 TC Shear Stress: Mid Panel fb 1470.58 3203.51 0.00 603.17 1878.88 16,996.43 Fillers 0 1 10. 0 0 BC Shear Stress: 19,381.49 Panel Point Stress 5,760.66 26,762.34 23,506.39' 18,115.49 4,598.25 Mid Panel Stress Web Design Member Web Tension 0.3778 Allow Tension 0.6229 Web Comp 0.9896 Allow Comp 0.5135 Weld Qty 0.3594 Material W2 6,567.59 7,079.29 868.66 2,470.97 4.34 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 554.52 10,795.89 4,204.64 4,920.29 2.29 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 4,001.48 4,826.79 515.91 945.24 3.50 x 0.077 1 C10AB = 1.125 x 0.756 x .077 i W5 407.18 9,029.40 3,185.76 3,246.87 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 2,460.88 4,826.79 298.45 945.24 2.15 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 193.54 1,450.64 7,865.88 4,826.79 1,645.15, 2,842.48 216.87 945.24 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 V1 248.74 4,826.79 1,263.17 1,473.23 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical 280.00 Joist 4,826.79 1,118.26 1,583.82 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW Nil LLENNIUM1Location: 01111 fluNr: SVSTFMS TCX Design TCX Length TCX Left TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type : R, Rnfd. 1 TCX Depth 2 1/2 ' TCX Depth .2 1/2 BPL Length 2-9 3/4 BPL Length 2-8 7/8 Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 Clear Bearing 10-3 7/8 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00, Total Load 280.00' Reqd TL Def L/80 0.00 i Reqd TL Def L/80 0.00 Live Load 170.00 ; Live Load170.00 Reqd LL Def U120 0.00, I Reqd LL Def L/120 0.00 Section Modulus 0.9492 'Section Modulus 0.9492! Reqd SM 0.0000 Reqd SM 0.0000j Mom of Inertia 1.3094 Mom of Inertia 1.3094 Reqd MI 0.0000 Reqd MI 0.0000; Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL ' Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP I Case 5d: 0.6(DL)+WL-AX+IP 1 Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/201411:08:19 AM Mark: J38 „ Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:41 AM NEW MILLENNIUM Location: Joist Description: Mark: Auu. nuvr. SVSTFMK Geometry Base Length: 30-1 1/2 Variable Working Length: , 29-91/2 Left End TUKWILA, Right WA Joist Depth: 30.00 End Effective Depth: 29.18 BC 6 @ Short Span Crimp Panel Length: 4-0 30K2801170 Shape: Parallel Chords J39 BC Panel 3-1 3/4 3-2 3/4 111111 1;111111 1;11 111 I 1 111 111 IJ 1 1 11 I_I 1 1:11 LI 111 111 1;1 1 IJ 1 111 L1 1 11 1111111111,111 LI 1111111111' TC Panel 2-5 3/4 2-7 3/4 First Half 1-9 2-0 First Diag. 4-10 3/4 5-2 3/4 Depth 30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 30-1 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 30-1 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 15-0 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 30-1 1/2 Gross Uplift Stress Analysis Int Panel TC• 24.00 1 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,662.43 Compresion LE• 42.00 BC Tension 42.00 Reaction RE• 4,666.63 BC Compresion TC Minimum ,1,166.66 - Shear Web Tension Max 15,113.99 Web 0-0 TC Comp. • Comp. Web 30-1 1/2 Max BC Tension 13,926.48 Length PP Dist. ' W2 1,636.30 6,744.25 0.00 0.00 6,862.09 912.69 46.14 0-2 ' V1S i 1,688.82 6,582.96 0.00 0.00 248.75 1,268.86 30.25 2-5 3/4 W3 1,688.82 6,582.96 7,311.29 1,023.75 588.64 4,436.78 35.95 3-1 3/4 W4 1,386.52 11,188.06 7,311.29 1,023.75 3,862.13 498.53 37.78 4-10 3/4 W5 1,386.52 11,188.06 11,749.29 1,622.61 389.76 3,049.95 37.78 6-103/4 W6 1,789.60 13,986.66 11,749.29 1,622.61 2,324.82 280.99 37.78 8-10 3/4 W7 1,789.60 13,986.66 13,926.48 1,887.50 202.53 1,512.64 37.78 10-10 3/4 W8 * Symmetrical Standard Verticals Member 1,916.29 Joist Position 15,113.99 Max Tension 13,926.48_ 1,887.50 Max Comp. Length 1,510.67 202.53 37.78 12-10 3/4 V2 Interior 280.00 1,123.88 29.18i 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:41 AM I NEW MILLENNIUM Location: Joist Description: Mark: Fll.III runic: Chord Properties Chord SYSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J39 TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 1 Axial and Bending i K.K 1.00 I Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 Fb: 130,000.00 End Panel 0.2555 LE First 1.0563 Mom of Inertia: 265.86 Panel LE 0.4034 LL 360:LL 1375.64 Interior Panel 0.0545 First 240: 563.46 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 15-3 5/8 RE 1.3750 x Gap Between 0.118 Max Bridg BC: 19-2 3/8 Chords: Length 27.75 29.00 24.00 31.00 29.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X 0.5000 Axial Load 6,744.25 6,582.96 15,113.99 6,692.78 6,843.85 Max Load Fillers fa 4,190.02 10,044.19 23,060.71 10,211.75 4,251.90 TC: 16,025.28 Maximum K Ur 103.78 108.45 53.74 69.41 111.26 Max Load no Fillers TC: Fcr 22,729.72 21,145.73 40,348.42 35,058.07 20,217.92 11,000.07 Fa 13,637.83 12,687.44 24,209.05 21,034.84 12,130.75 TC OAU Ryy: 3330.8710.871 7 F'e 314,871.91 67,879.59 99,108.91 59,403.46 273,959.22 - - - Cm 0.9933 0.9260 0.8441 0.9140 0.9922 BC Stress: 0.78 Panel Point Moment 1807.64 1807.64 0.00 2096.83 2096.83 BC URz: Mid Panel Moment 1393.93 863.58 0.00 1003.80 1595.68 187.8669 Panel Point fb 1523.32 14036.87 0.00 16282.47 1767.02 TC Shear Stress: Mid Panel fb 1380.96 2781.55 0.00 3233.19 1580.84 16,057.67 Fillers 0 0 8 1 0 BC Shear Stress: 17,750.60 Panel Point Stress 5,713.33 24,081.06 23,060.71 26,494.21 6,018.91 - Mid Panel Stress Web Design Member Web Tension 0.3490 Allow Tension 0.8935 Web Comp 0.9526 Allow Comp 0.6088 Weld Qty 0.3984 Material W2 6,862.09 7,079.29 912.69 2,477.12 4.53 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 588.64 10,795.89 4,436.78 4,934.18 2.32 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 3,862.13 4,826.79 498.53 948.92 3.38 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 389.76 9,029.40 3,049.95 3,260.89 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 2,324.82 4,826.79 280.99 948.92 2.03 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 202.53 1,510.67 7,865.88 4,826.79 1,512.64 202.53 2,852.85 948.92 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 V1 248.75 4,826.79 1,268.86 1,479.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1_,123.881 1,591.05 2.00 x 0.077 1 C10AB = 1.1.25 x 0.756 x .077 Job Number: .5814-0005 NEW MILLENNIUM Location: R1111 f71Nr. S VSTFMS TUKWILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 1.,,. LGA, TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type j R, Rnfd. TCX Depth 2 1/2 TCX Depth i2 1/2 BPL Length 2-9 3/4 BPL Length 2-11 5/8 Clear Bearing 0-4 Clear Bearing i 0-4 BPL Material:_ A28B = 1.7350 Total Load x 0.150 280.00 ' BPL Material: A28B = Total Load 1.7350 x 0.150 280.00 Reqd TL Def L/80 0.00 I 1 Regd TL Def L/80 0.00 Live Load 170.00 , Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 ',Section Modulus 1.0094 1 Section Modulus 1.0094 Reqd SM 0.0000 I Reqd SM 0.0000 Mom of Inertia 1.3636 Mom of Inertia 1.3636 1 Regd MI 0.0000 i Reqd MI 0.0000 Seat Type: Lapped (Reinforced) ,Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX 1 Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX 1 Case 5a: 0.6(DL)+WL+AX 1 Case 5b: 0.6(DL)+WL-AX !Case 5c: 0.6(DL)+WL+AX+IP 1 Case 5d: 0.6(DL)+WL-AX+IP 'Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:08:41 AM Mark: J39 Job Number: 5814-0005 NEW MILLENNIUM Location: RI111 f1INf: VSTF1.1 Geometry Base Length: ! 17-91/2 1 TUKWILA, WA Working Length: ,17-51/2 Joist Depth: 14.00 Variable Left End Right End BC Panel 2-2 3/4 2-2 3/4 TC Panel ,1-4 3/4 1-4 3/4 First Half 10-10 0-10 First Diag. Depth '3-0 3/4 3-0 3/4 14.00 14.00 Loads Load Type Uniform (plf) Uniform (plf) Conc anywhere (lbs) Conc @ any pp (lbs) Uniform (plf) Conc @ any pp (lbs) Gross Uplift (plf) Conc @ any pp (lbs) Stress Analysis Summary Max Panel BC: 20.00 Int. Panel TC: 20.00 Member W2 V1 S W3 W4 W5 W6 W7 W8 W9 Category LL (1) DL (1) CL (1) CL (1) CL (1) SM (1) WL (2) SM (2) STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Effective Depth: 12.91 BC Panel Length: 8@1-8 Shape: Parallel Chords Date Run: 8/1/2014 10:42:51 AM Mark: J4 IIIIIIIIIIIIIIIIIIIIIIIIIIIIII1.IIIIIIII,IIIIIIII;IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Load1 Load2 Position Direction Loc./Begin 170.00 170.00 TC 0-0 110.00 110.00 TC 0-0 2,200.00 0.00 TC + 8-10 3/4 Sp/End 17-9 1/2 17-9 1/2 0-0 500.00 0.00 TC + 8-10 3/4 0-0 12.00 12.00 TC 0-0 17-9 1/2 1,000.00 0.00 TC + 8-10 3/4 0-0 42.00 42.00 TC 0-0 17-9 1/2 Reaction LE: 5,529.36 TC Tension TC Compresion 1,000.00 0.00 Reaction RE: 5,578.64 j BC Compresion BC Tension TC Minimum Shear. 1,394.66 Web Tension 8-10 3/4 Max TC Comp.: 21,422.72 Web Comp. 0-0 Max BC Tension 21,422.72 Web Length 958.89 7,190.86 0.00' 0.00 11, 734.03 2,131.94 27.91 PP Dist. 0-2 1-4 3/4 2-2 3/4 3-0 3/4 3-10 3/4 4-8 3/4 5-6 3/4 6-4 3/4 7-2 3/4 8-0 3/4 958.89 6,910.94 0.00 I 0.00 4,457.29 4,925.64 16.33 958.89 6,910.94 9,536.41 1,346.31 1,048.20 5,720.53 16.33 1,733.74 11,839.67 9,536.411 1,346.31 5,194.47 1,048.20 16.33 1,733.74 11,839.67 14,142.94 2,121.17 921.69 4,758.02 16.33 2,508.60 16,123.99 14,142.94 2,121.17 4,231.96 921.69 16.33 2,508.60 16,123.99 18,105.04 2,896.03 1,157.24 3,857.86 16.33 3,283.46 19, 763.88 18,105.04 2,896.03 3,331.81 1,414.47 16.33 3,283.46 19,763.88 21, 422.72 3,670.89 1,882.55 2,895.36 16.33 W10 3,670.89 Symmetrical Joist 21,422.72 21,422.721 3,670.89 2,540.99 2,139.78 16.33 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:42:51 AM NEW MILLENNIUM Location: Joist Description: Mark: FII III nwr. Chord Properties Chord SVS7EMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J4 TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 BC 1 Axial and Bending K: 1.00 I Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb- 30,000.00 Panel 0.2797 LE First 0.8580 Mom of Inertia' 82.86 Panel LE 0.4390 ILL 360: 1581.72 Interior Panel 0.0775 ILL 240' 1872.58 I First Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 15-0 5/8 RE I Gap Between 0.129 Max Bridg BC. 12-2 3/4 Chords: I Length 14.75 20.00 20.001 20.00 14.75 0.5625 Bending Load 292.00 0.00 0.00 0.00 Mn Wel 292.00 1015000d Len 2X.• Axial Load 7,190.86 6,910.94 21,422.72 6,910.94 7,190.86 Max Load Fillers TC: Ifa 4,447.59 4,274.45 13,250.08 4,274.45 4,447.591 38,645.53 !Maximum K Ur 35.92 48.71 48.71 48.71 35.92 Max Load no Fillers TC: Fcr 45,497.97 42,036.82 42,036.82 42,036.82 45,497.97 .34,881.05 Fa 27,298.78 25,222.09 25,222.09 25,222.09 27,298.78 180..21972197 18 F'e 623,622.19 339,192.03 339,192.03 339,192.03 623,622.19 • Cm 0.9964 0.9937 0.9738 0.9937 0.9964 BC Stress: 1.00 I Panel Point Moment 6987.24 7348.13 6518.52 7348.13 6987.24 BC L/Rz: Mid Panel Moment 5985.45 5930.67 5500.00 5930.67 5985.45 71.5052 I Panel Point fb 14255.29 14991.57 13299.00 14991.57 14255.29 TC Shear Stress: Mid Panel fb 5118.56 5071.71 4703.42 5071.71 5118.56 8,607.30 Fillers 0 0 0 0 0 BC Shear Stress: 19,201.50 Panel Point Stress 18,702.87 19,266.02 26,549.08 19,266.02 18,702.87 Mid Panel Stress Web Design ' Member _ Web Tension 0.2535 Allow Tension 0.2563 Web Comp 0.6705 Allow Comp 0.2563 Weld Qty 0.2535 Material W2 11,734.03 12,047.89 2,131.946,931.77 3.95 x 0.200 1 R075 = round 3/4 V1S 4,457.29 11,247.36 4,925.641 7,400.62 2.00 x 0.192 1 R068 = round 11/16 W3 1,048.20 11,247.36 5,720.531 7,400.62 2.00 x 0.192 1 R068 = round 11/16 W4 5,194.47 11,247.36 1,048.20, 7,400.62 2.00 x 0.192 1 R068 = round 11/16 W5 921.69 11,247.36 4,758.02. 7,400.62 2.00 x 0.192 1 R068 = round 11/16 W6 W7 _ 4,231.96 1,157.24 7,529.55 7,529.55 921.69 4,027.55 3,857.86 4,027.55 2.00 x 0.177 2.00 x 0.177 1 1 R056 = round 9/16 R056 = round 9/16 W8 3,331.81 7,529.55 1,414.47 4,027.55 2.00 x 0.177 1 R056 = round 9/16 i W9 1,882.55 7,529.55 2,895.36' 4,027.55 2.00 x 0.177 1 R056 = round 9/16 W10 ' Symmetrical 2,540.99 Joist 7,529.55 2,139.78, 4,027.55 2.00 x 0.177 1 R056 = round 9/16 NEW MILLENNIUM R1.111_OINf: SVS -TF. TCX Design TCX Left Job Number. 15814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Round 14K2801170 TCX Right TCX Length 0-0 ; TCX Length 0-0 TCX Type R ; , TCX Type R TCX Depth 2 1/2 1 TCX Depth 12 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-4 3/4 : Clear Bearing '0-4 3/4 BPL Material: A28B = 1.7350 x 0.150 !BPL Material: A28B = 1.7350 x 0.150 :Total Load 280.001 Total Load 280.00 Reqd TL Def L/80 0.00 � i Reqd TL Def L/80 0.00 Live Load 170.00, I Live Load 170.00 Reqd LL Def U120 0.00', i Reqd LL Def U120 0.00, Section Modulus 0.0000; ' Section Modulus 0.0000 Reqd SM 0.0000 I Reqd SM 0.0000 Mom of Inertia 0.0000 1 Mom of Inertia 0.0000 Reqd MI 0.0000 I Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:42:51 AM Mark: J4 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run. 8/4/201411:08:59 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: RI 111 nwr. SYSTRMS Geometry Base Length: 31-51/2 Variable Working Length: 31-1 1/2 Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.11 BC 6 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J40 ' BC Panel 3-1 3/4 4-6 3/4 1111111,11 1111 111111:1111 I I 11111; I I I I I 11111 I I I I I I 11111111111.1 I I I 111111.111111111111111111. TC Panel 2-5 3/4 3-3 3/4 First Half 1-9 2-0 First Diag. 4-10 3/4 6-6 3/4 Depth , 30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 31-5 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 31-5 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 15-8 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 31-5 1/2 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,849.44 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 4,853.47 'BC Compresion TC Minimum 1,213.37 - Shear: Web Tension Max 16,150.28 Web 0-0 TC Comp.: Comp. Web 31-5 1/2 Max BC Tension 15,383.01 Length PP Dist. W2 1,566.87 6,958.17 0.00 0.00 7,167.67 958.28 46.10 0-2 V1S 1,619.51 6,796.52 0.00 0.00 248.79 1,274.86 30.19 2-5 3/4 W3 1,619.51 6,796.52 7,691.89 1,080.67 623.62 4,674.59 35.89 3-1 3/4 W4 1,652.05 12,899.72 7,691.89 1,080.67 4,112.01 535.27 37.73 4-10 3/4 W5 1,652.05 12,899.72 13,508.67 1,865.59 426.41 3,302.60 37.73 6-10 3/4 W6 2,009.87 15,431.25 13,508.67 1,865.59 2,576.80 317.54 37.73 8-10 3/4 W7 2,009.87 15,431.25 15,383.01 2,084.90 211.79 1,767.39 37.73 10-10 3/4 W8 * Symmetrical Standard Verticals Member 2,090.67 Joist Position 16,150.28 Max Tension 15,383.01 2,084.90 Max Comp. Length 1,572.60 268.90 37.73 12-10 3/4 V2 Interior 280.00 1,129.69 29.11 G,� ' Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:08:59 AM NEW MILLENNIUM ' Location: Joist Description: Mark: 1 RIIII niNr. Chord Properties 11 Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J40 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending ' K: ;1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 298.69 Panel LE 0.4034 LL 360: 1370.07 Interior Panel 0.0545 I First LL 240: 555.11 Panel 0.9962 RE [Max End Panel A18B = 1.3750 x Bridg TC: 16-6 7/8 RE ' Dap Between 0.118 Max Bridg BC: 18-31/4 Chords: Length 27.75 29.00 24.00' 39.00 37.75' ;1.1250 1 Bending Load 280.00 280.00 0.00 280.00 iMin Weld Len 2X: 280.00' 0.5000 ' Axial Load 6,958.17 6,796.52 16,150.28 8,599.28 9,009.191 Max Load Fillers TC: 1, fa 3,832.86 7,891.91 18,753.22 9,985.23 4,962.65 ;22,261.66 II Maximum K Ur 90.63 94.71 78.38 75.74 61.64 ,I;Max Load no Fillers TC: 1 Fcr 27,426.01 25,949.99 31,907.18 32,869.68 37,871.17 16,651.95 Fa 16,455.61 15,570.00 19,144.31 19,721.81 22,722.70 1 319..3475 3475 TC . Fe 312,511.25 90,229.30 131,741.05 49,890.10 168,872.03 Cm 0.9939 0.9563 0.9046 0.8999 0.9853 BC Stress: 0.86 Panel Point Moment 1830.19 1830.19 0.00 3457.75 3457.75 ! ec URz: Mid Panel Moment 1386.41 855.61 0.00 1627.77 2542.04 187.8669 'Panel Point fb 1466.39 9369.90 0.00 17702.41 2770.44 ! TC Shear Stress: ;Mid Panel fb 1159.90 1828.57 0.001 3478.80 2126.72 13,141.02 Fillers 0 0 01 1 1 BC Shear Stress: 18,718.79 1 Panel Point Stress 5,299.25 17,261.81 18,753.22! 27,687.64 7,733.09 :Mid Panel Stress Web Design Member Web Tension 0.2678 Allow Tension 0.5675 Web Comp 0.9796! Allow Comp 0.6456 Weld Qty 0.2837 Material W2 7,167.67 8,126.46 958.28 3,041.64 4.09 x 0.118 1 C18BB = 1.125 x 1.035 x .118 I W3 623.62 10,795.89 4,674.59 4,984.99 2.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 4,112.01 4,826.79 535.27 962.62 3.60 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 426.41 9,029.40 3,302.60 3,304.88 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 2,576.80 4,826.79 317.54 962.62 2.25 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 211.79 1,572.60 7,865.88 4,826.79 1,767.39 268.90 2,891.16 962.62 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 1 C10AB = 1.125 x 0.756 x .077 V1 248.79 4,826.79 1,274.86 1,503.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 V2 * Symmetrical 280.00 Joist 4,826.79 1,129.69 1,616.99 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 l ,Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA at 111 nnNr. S VSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth ',2 1/2 BPL Length 2-9 3/4 BPL Length ; 3-8 1/4 Clear Bearing 0-4 i 'Clear Bearing ;0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 !BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00; Total Load j 280.00 , Reqd TL Def L/80 0.00; 1 Regd TL Def L/80 0.001 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 :Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 , Mom of Inertia 1.5264' Reqd MI 0.0000 ;Reqd MI 0.0000, Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX ' Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforce Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+I P) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/412014 11:08:59 AM Mark: J40 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:09:18 AM NEW MILLENNIUM ' Location: Joist Description: Mark: P1111 ninin VTFI-1 Geometry Base Length: 34-31/2 i Variable Working Length: 133-11 1/2 Left End 'TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.11 BC 7 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J42 BC Panel 3-1 3/4 3-4 3/4 1 1 I I I I1 I I I I I1 I I I I'1 I I I I 1 I LI I I I LI I I I LI I I I LI I I I LI I I I LI I I I IJ 11 I U I I I I I I I I I I I I I I I I I I,I I I I I I 1 ; TC Panel ; 2-5 3/4 2-8 3/4 1 1 / First Half 1-9 2-0 \ I First Diag. 4-10 3/4 5-4 3/4 Depth 30.00 Loads I Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin I Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 34-3 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 34-3 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 17-1 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 34-3 1/2 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,246.81 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,250.49 IBC Compresion TC J Minimum 11,312.62 Shear. Web - Tension Max 18,443.44 Web 0-0 TC Comp.: Comp. Web 34-3 1/2 Max BC Tension 18,358.34 Length PP Dist. W2 1,426.00 7,390.75 0.00 0.00 7,796.83 1,052.49 46.10 0-2 V1S 1,478.64 7,229.10 0.00 0.00 248.79 1,360.07 30.19 2-53/4 ' W3 1,478.64 7,229.10 8,464.87 1,196.62 696.98 5,172.41 35.89 3-1 3/4 1W4 1,672.75 12,902.06 8,464.87 1,196.62 4,635.26 612.38 37.73 4-10 3/4 j W5 1,672.75 12,902.06 14,122.70 1,975.74 503.51 3,833.24 37.73 6-10 3/4 W6 2,209.47 16,493.09 14,122.70 1,975.74 3,107.45 394.65 37.73 8-10 3/4 W7 2,209.47 16,493.09 17,189.68 2,373.95 285.78 2,305.43 37.73 10-10 3/4 i W8 2,469.17 18,443.44 17,189.68 2,373.95 1,701.22 231.06 37.73 12-10 3/4 , W9 * Symmetrical Standard Verticals Member 2,469.17 Joist _ Position 18,443.44 Max Tension 18,358.341 2,495.14 Max Comp. 1 Length 231.06 1,701.22 37.73 14-10 3/4 1 V2 i 1 Interior 280.00 1,142.311 29.11 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:09:18 AM NEW M 1 L L E N N I U I V1 ' Location: Joist Description: Mark: RI I11 ninon 1 Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J42 TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC Axial and Bending K: 1.00 Top Chord 0.3277 Analysis Fy: 50,000.00 Check 0.4466 End Fb: 30,000.00 Panel 0.2674 LE First 1.0805 Mom of Inertia: 301.32 Panel LE Interior 0.4213 LL 360: 287.47 Panel 0.0654 First LL 240: 431.20 Panel 0.9958 RE End Panel A20B = 1.4370 x Max Bridg TC: 16-0 7/8 RE Gap Between 0.124 Max Bridg BC: 17-10 7/8 Chords: Length 27.75 29.00 24.00 32.00 30.75 1.1250 Load 280.00 280.00 0.00 280.00 280.00 015000Weld Len 2X MBending Axial Load 7,390.75 7,229.10 18,443.44 7,602.01 7,780.75 Max Load Fillers TC: fa 4,270.63 9,311.05 23,755.07 9,791.36 4,495.98 19,744.75 Maximum K L/r 94.23 98.47 48.37 108.66 104.41 Max Load no Fillers TC: Fcr 26,077.60 24,571.08 41,965.59 21,074.37 22,507.67 14,438.62 Fa 15,646.56 14,742.65 25,179.36 12,644.62 13,504.60 ,TC Tc : F'e 313,282.78 83,794.45 122,345.71i 68,819.47 255,136.30 Cm 0.9932 0.9444 0.8699, 0.9289 BC Stress: 0.9912 0.93 Panel Point Moment 1822.70 1822.70 0.00, 2265.32 2265.32,1BcURz: Mid Panel Moment 1388.91 858.25 0.00' 1070.61 1696.37' 179.5064 Panel Point fb 1490.56 10728.40 0.00 13333.62 1852.52 TC Shear Stress: Mid Panel fb 1244.59 2103.44 0.00 2623.90 1520.11 15,771.22 Fillers 0 0 8' 0 0 BC Shear Stress: 18,223.10 Panel Point Stress 5,761.19 20,039.45 23,755.07, 23,124.99 6,348.51 Mid Panel Stress Web Design 1 Member Web Tension 0.3106 Allow Tension 0.7042 Web Comp 0.9434! Allow Comp 0.8695 Weld Qty 0.3791, Material W2 7,796.83 8,126.46 1,052.49 3,041.75 4.45 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 696.98 14,453.10 5,172.41 6,506.67 2.32 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,635.26 4,826.79 612.38 962.65 4.05 x 0.077 1 C10AB = 1.125 x 0.756 x .077 I W5 503.51 10,795.89 3,833.24 4,634.60 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,107.45 4,826.79 394.65 962.65 2.72 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 W7 W8 285.78 1,701.22 7,865.88 4,826.79 2,305.43 231.06 2,891.25 962.65 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 231.06 7,865.88 1,701.22 2,891.25 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 248.79 4,826.79 1,360.07 1,503.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 , V2 Symmetrical 280.00 Joist 4,826.79 1,142.31 1,616.99 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: 1 TUKWILA, WA Flt. Ilt flhNf SYSTEMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. 'TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-9 3/4 , BPL Length 3-0 3/4 Clear Bearing 0-4 1, Clear Bearing , 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 ',Total Load 280.001 ' Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 i Live Load 1 170.00 ! Reqd LL Def L/120 0.00 Reqd LL Def L/120 1 0.00 Section Modulus 1.1160 Section Modulus i 1.1160 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4587 Mom of Inertia 1.4587 Reqd MI 0.0000 1, Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL j Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:09:18 AM Mark: J42 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/41201411:09:34 AM NEW MILLENNIUM Location: Joist Description: RI III nlNr. SYSTEMS Geometry Base Length: Working Length: 35-9 3/4 35-5 3/4 Variable Left End TUKWILA, Right WA Joist Depth: 30.00 End Effective Depth: 29.05 BC 7 @ Short Span Crimp Panel Length: 4-0 30K280/170 1Mark: J43 Shape: Parallel Chords BC Panel 3-1 3/4 4-11 11111 f 11111 I! 11 I I I I I I I I I I I 11111111111 IJ IJ 111 IJ 111 LI 19111 1.11111,1111 1111111111111111111111 'TC Panel 2-5 3/4 3-6 ' First Half 1-9 2-0 First Diag. 4-10 3/4 6-11 Depth 30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 35-9 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 35-9 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 17-10 7/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 35-9 3/4 Gross Uplift Stress Analysis Int. Panel TC 24.00 Member (plf) TC Summary 1 Max Panel 148.00 Tension BC* WL (2) TC Reaction 5,460.04 Compresion LE 42.00 11 15,463.56 BC Tension 42.00 Reaction RE. BC Compresion TC Minimum 1,365.89 - Shear: Web Tension Max 20,097.17 Web 0-0 TC Comp-: Comp. Web 35-9 3/4 Max BC Tension 19,867.41 Length PP Dist. W2 1,346.97 7,634.09 i 0.00 0.00 8,144.58 1,104.44 46.07 0-2 V1S 1,399.72 7,472.11 0.00 0.00 248.83 1,296.05 30.13 2-53/4 W3 1,399.72 7,472.11 8,898.20 1,261.47 736.88 5,442.61 35.85 3-1 3/4 W4 2,028.81 15,169.48 8,898.20 1,261.47 4,919.33 654.32 37.68 4-10 3/4 W5 2,028.81 15,169.48 16,483.72 2,306.04 545.36 4,119.86 37.68 6-10 3/4 W6 2,513.87 18,455.35 16,483.72 2,306.04 3,393.47 436.40 37.68 8-10 3/4 W7 2,513.87 18,455.35 19,205.20 2,652.30 327.44 2,594.01 37.68 10-10 3/4 W8 2,721.33 20,097.17 19,205.20 2,652.30 1,867.62 241.61 37.68 12-10 3/4 ' W9 * Symmetrical Standard Verticals Member 2,721.33 Joist Position 20,097.17 Max Tension 19,867.41 2,720.97 Max Comp. Length 1,771.73 1,771.73 37.68 14-10 3/4 V2 Interior 280.00 1,150.71 29.05 STRESS ANALYSIS - PAGE 2 , ! Job Number. 5814-0005 'Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201411:09:34 AM NEW IV% 1 L L E N N 1 U M' Location: Joist Description: Mark: RI III MING Chord Properties Chord SYSTEMS Area 1 TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K2801170 Q Material J43 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending K: 11111.00 I Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 344.55 Panel LE Interior 0.4390 LL 360: 288.22 Panel 0.0775 First LL 240: 432.33 Panel 0.9928 RE End Panel A22B = 1.5000 Max Bndg TC: 16-9114 RE I x I Gap Between 0.129 Max Bridg BC: 18-3 3/8 Chords: I Length 27.75 29.00 24.00 41.00 40.00 1.1250 1 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 1 0.5000 Axial Load 7,634.09 7,472.11 20,097.17 10,094.02 10,585.30 Max Fillers fa 4,000.26 7,830.76 21,061.80 10,578.51 5,546.69 Load TC: 25,013.30 Maximum K Ur 86.34 90.23 44.51 76.04 62.23 Max Load no Fillers TC: Fcr 28,989.99 27,570.29 43,257.25 32,761.98 37,671.03 19,231.63 Fa 17,393.99 16,542.18 25,954.35 19,657.19 22,602.62 TCD5URyy: 354.5138 F'e 311,256.78 98,946.75 144,469.14 49,502.80 149,804.48 Cm 0.9936 0.9604 0.9023 0.8932 0.9815 0.93tress: Panel Point Moment 1839.58 1839.58 0.00 3862.59 3862.59 BC URz: I Mid Panel Moment 1383.28 852.28 0.00 1795.13 2860.63 171.6124 Panel Point fb 1438.84 8119.63 0.00 17048.87 3021.15 TC Shear Stress: 1 Mid Panel fb 1081.94 1568.77 0.00 3304.23 2237.46 13,492.99 Fillers 0 0 4 1 1 BC Shear Stress: 17,744 89 Panel Point Stress 5,439.10 15,950.39 21,061.80 27,627.38 8,567.84 ' I Mid Panel Stress Web Design I Member Web Tension 0.2625 Allow Tension 0.5248 Web Comp 0.8115 I Allow Comp 0.6741 Weld _ Qty 0.3148 Material IW2 8,144.58 9,716.30 1,104.44 3,850.30 4.25 x 0.129 1 li C22BB = 1.125 x 1.110 x .129 W3 736.88 14,453.10 5,442.61 6,546.23 2.44 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1 W4 4,919.33 5,787.30 654.32 1 1,287.14 3.68 x 0.090 1 C12BB = 1.125 x 0.799 x .090 . W5 545.36 10,795.89 4,119.86 4,682.70 2.15 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,393.47 4,826.79 436.40 975.76 2.97 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 327.44 1,867.62 7,865.88 4,826.79 _ 2,594.01 241.61 2,927.35 975.76 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 1,771.73 7,865.88 1,771.73 2,927.35 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 248.83 4,826.79 1,296.05 1,526.01 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 _ 1,150.71 1,641.74 2.00 x 0.077 1 C 10 AB = 1.125 x 0.756 x .0.77 Job Number. 5814-0005 NEW MILLENNIUM,Location: TUKWILA, WA RI on ri11Vr: SYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Left l TCX Right TCX Length 0-0 ' TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-9 3/4 BPL Length 3-10 3/4 Clear Bearing 0-4 'Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 i Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.001 Reqd LL Def L/120 0.00, Section Modulus 1.2785 Section Modulus 1.2785. Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.00001 'Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:09:34 AM Mark: J43 0 t Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:10:03 AM , NEW MILLENNIUM Location: Joist Description: Mark: 1 Flint nwr. VTFMS Geometry Base Length: Working Length: 37-3 3/4t 36-11 3/4 1 Variable I Left End TUKWILA, Right WA Joist Depth: 30.00 End Effective Depth: 29.07 BC 8 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J44 i BC Panel 3-1 3/4 2-5 11 1111.1111111111:1111 I 1 LI 11111 [1 IJ 111 LI 1,111111 LI 1'111111 IJ 111 LI Ill 11111 11111 11111111 lil 1111, TC Panel 2-5 3/4 2-2 1 First Half 1-9 2-0 1 I r First Diag. 4-10 3/4 4-5 Depth Loads Load Type 30.00 Category 30.00 Load1 Load2 Position ' Direction Loc/Begin Sp/End • r. 1 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 37-3 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 37-3 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 37-3 3/4 ' Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-7 7/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 'Gross Uplift Stress Analysis I Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,670.33 Compresion LE: 42.00 _ BC Tension 42.00 Reaction RE: 5,673.71 IBC Compresion TC- Minimum 11,418.43 Shear: Web Tension Max 21,680.11 Web 0-0 TC Comp.: Comp. Web 37-3 3/4 Max BC Tension 21,301.80 Length PP Dist. W2 1,273.57 7,859.26 0.001 0.00 8,474.01 1,153.84 46.08 0-2 V1S 1,326.27 7,697.41 0.00 0.00 248.81 1,304.03 30.15 2-5 3/4 W3 1,326.27 7,697.41 9,301.10 1,321.97 775.54 5,703.71 35.86 3-1 3/4 W4 1,764.38 13,394.13 9,301.10 1,321.97 5,376.50 721.05 37.70 1 4-10 3/4 W5 1,764.38 13,394.13 15,150.46 2,137.46 612.13 4,584.63 37.70 6-10 3/4 I 1 11 W6 2,441.19 17,815.35 15,150.46 2,137.46 3,858.48 503.20 37.70 8-10 3/4 1 W7 2,441.19 17,815.35 19,150.69 2,675.58 394.28 3,062.23 37.70 10-10 3/4 W8 2,840.63 20,593.83 19,150.69 2,675.58 2,336.07 285.36 37.70 12-10 3/4 W9 2,840.63 20,593.83 21,301.80 2,936.33 251.74 1,839.28 37.70 14-10 3/4 W10 * Symmetrical j Standard Verticals '1 Member 2,962.70 Joist Position 21,680.11 Max Tension 21,301.80 Max Comp. 2,9.3 6.33 1 Length 1 1,839.28 251.74 37.70 16-10 3/4 1 V2 I Interior 280.00 1,158.761 29.071 I 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:10:03 AM NEW IV11 L L E N N 1 U N1 Location: Joist Description: Mark: RI III f11Nf. Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J44 TC 0.4306 0.5149 0.3062 j 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First I 1.1047 Mom of Inertia: 329.84 Panel LE 0.4390 LL 360: .243.69 Interior Panel 0.0775 First LL 290: 365.53 Panel 0.9928 RE End Panel A22B = 1.5000 x 0.129 Max Bridg TC: Bridg BC: 16-2 7/8 'Max17-71/4 RE Gap Between Chords: Length 27.75 29.00 24.00 27.00 24.00 1.1250 Bending Load 280.00 280.00 0.00 280.00 ' Min Weld Len 2X: 280.00 0.5000 Axial Load 7,859.26 7,697.41 21,680.11 6,477.01 6,524.59 fa 4,329.21 8,938.00 25,174.30 7,520.91 3,594.02 Max Load Fillers TC: 22,261.66 Maximum K L/r 90.63 94.71 46.61 I 78.38 Max Load no Fillers TC: i Fcr 27,426.01 25,949.99 88.18 42,656.071 28,318.47 31,907.18! 16,651.95 Fa 16,455.61 15,570.00 25,593.64, 16,991.08 19,144.31 379.4 22 F'e 312,511.25 90,229.30 131,741.05 104,091.69 417,800.69. Cm 0.9931 0.9505 0.87201 0.9639 1 BC Stress: 0.9957, 1.00 Panel Point Moment 1830.19 1830.19 0.00' 1517.61 1517.61 , BC URz: Mid Panel Moment 1386.41 855.61 0.00 737.22 987.47 171.6124 i Panel Point fb 1466.39 9369.90 0.00 7769.60 1215.95 TC Shear Stress: Mid Panel fb 1159.90 1828.57 0.00 1575.57 826.14 15,375.30 Fillers 0 0 10 0 0 BC Shear Stress: 18,100.04 Panel Point Stress 5,795.61 18,307.90 25,174.301 15,290.52 4,809.97 Mid Panel Stress Web Design Member Web Tension 0.2980 Allow Tension 0.6358 Web Comp I 0.9836 Allow Comp 0.4938 Weld Qty 0.1217 Material W2 8,474.01 9,716.30 1,153.84 3,836.02 4.42 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 775.54 14,453.10 5,703.71 6,530.89 2.56 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1 W4 5,376.50 5,787.30 721.05 1,280.39 4.02 x 0.090 1 C12BB = 1.125 x 0.799 x .090 1 W5 612.13 10,795.89 4,584.63 4,664.02 2.39 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,858.48 4,826.79 503.20 970.64 3.37 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 394.28 2,336.07 9,029.40 4,826.79 3,062.23 3,330.33 285.36 970.64 2.00 x 0.118 2.04 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 C10AB = 1.125 x 0.756 x .077 , W9 251.74 7,865.88 1,839.28 2,913.33 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,839.28 4,826.79 251.74 970.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 248.81 4,826.79 1,304.03' 1,517.21 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,158.76 1,632.09 2.00 x 0.077 1 C 10AB = 1.12.5 x 0.756 x .077 Job Number: 15814-0005 NEW MILLENNIUNI 'Location: ! TUKWILA, WA RI in ninon SVriTFM�+ TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. !TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-9 3/4 BPL Length 2-5 5/8 Clear Bearing 0-3 7/8 Clear Bearing 0-3 5/8 BPL Material: A28B = 1.7350 x 0.150 J BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00! !Reqd TL Def L/80 0.00 I Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM ' Case 3d: DL+CL+TL+SL+FEM !Case 3e: DL+CL+TL+LL 'Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX 'Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM eat I ype: Lapped (Keinfo Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/201411:10:03 AM Mark: J44 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:59 AM NEW /MILLENNIUM Location: Joist Description: Mark: RIIII r111Vf: SVSTRMS Geometry Base Length Working Length' 37-51/2 37-1 1/2 Variable Left End TUKWILA, Right Joist Depth 30.00 End WA Effective Depth. 29.07 BC 8 @ Short Span Crimp Panel Length 4-0 30K2801170 Shape: Parallel Chords J46 'BC Panel 3-1 3/4 3-0 3/4 11.111 I' 111 1111:111111I I I LI 1;111111 LI 1 111111 IJ 11 I LI [1111 I I LI LI 11111 IJ I 11111 1 1111 1111.1 III 1 j TC Panel 2-5 3/4 2-3 3/4 First Half 1-9 1-6 ` 1 First Diag. 4-10 3/4 4-6 3/4 1 Depth 30.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 37-5 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 37-5 1/2 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 37-5 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-8 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis i Int. Panel TC 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC I Reaction 5,690.74 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,694.12 BC Compresion TC Minimum 1,423.53 - Shear. Web Tension Max 21,835.37 Web 0-0 TC Comp.: Comp. Web 37-5 1/2 Max BC Tension 21,442.78 Length PP Dist. W2 1,266.31 7,881.56 0.00 0.00 8,506.37 1,158.69 46.08 0-2 V1S 1,319.01 7,719.71 0.00 0.00 248.81 1,304.82 30.15 2-5 3/4 W3 1,319.01 7,719.71 9,340.96 1,327.94 779.32 5,728.90 35.86 3-1 3/4 W4 1,772.89 13,444.51 9,340.96 1,327.94 5,350.03 717.08 37.70 4-10 3/4 W5 1,772.89 13,444.51 15,224.02 2,148.49 608.16 4,553.78 37.70 6-10 3/4 W6 2,454.75 17,895.68 15,224.02 2,148.49 3,827.62 499.23 37.70 8-10 3/4 W7 2,454.75 17,895.68 19,257.96 2,691.67 390.31 3,031.37 37.70 10-10 3/4 W8 2,859.25 20,704.09 19,257.96 2,691.67 2,305.22 281.39 37.70 12-10 3/4 W9 2,859.25 20,704.09 21,442.78 2,957.48 252.74 1,845.90 37.70 14-10 3/4 W10 * Symmetrical Standard Verticals Member 1 2,986.37 Joist Position 21,835.37 Max Tension 21,442.78 2,957.48 Max Comp. Length 1,845.90 252.74 37.70 16-10 3/4 V2 1 Interior 280.00 1,159.55 29.071 G_ ! Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201411:11:59 AM NEW MILLENNIUM Locatition, Joist Description: Mark: Auunom:nom:n 1 Chord Properties Chord vF riSTtvl Area TUKWI ,A: Rx w , WA Rz Ryy Y Short Span Crimp Ix 301(280/170 Q Material J46 ' TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 CheckEnd 0.4662 Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 329.84 Panel LE i Interior 0.4390 LL 360: 240.83 Panel 0.0775 i First LL 240: 361.24 Panel 0.9928 RE End Panel A22B = 1.5000 Max Bridg TC:Max 16-2 3/4 RE x Gap Between 0.129 Bridg BC: � 17-6112 i Chords: Length 27.75 29.00 24.00 27.00 25.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X.' 0 5000 Axial Load 7,881.56 7,719.71 21,835.37 7,579.56 7,748.81 Max Load Fillers TC: fa 4,341.50 8,963.90 25,354.59 8,801.17 4,268.38 22,261.66 Maximum K Ur 90.63 94.71 46.61 88.18 84.10 Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07 28,318.47 29 812.73 16,651.95 Fa 16,455.61 15,570.00 25,593.64 16,991.08 17,887.64' : I F'e312,511.25 90,229.30 131,741.05 104,091.69 362,941.94 [1380.9085 r Cm 0.9931 0.9503 0.8711 0.9577 0.9941 1 BC Stress: 11.00 Panel Point Moment 1830.19 1830.19 0.00 1555.36 1555.36 BC L/Rz: ; Mid Panel Moment 1386.41 855.61 0.00 723.71 1200.57 1171.6124 Panel Point fb 1466.39 9369.90 0.00, 7962.87 1246.20 TCShearStress: ' Mid Panel fb 1159.90 1828.57 0.00 i 1546.67 1004.431 15,484.44 Fillers 0 0 10 0 01 BC Shear Stress: 18,226.86 Panel Point Stress 5,807.90 18,333.80 25,354.59 1 16,764.04 5,514.57; - 1 Mid Panel Stress Web Design Member Web Tension 0.2988 Allow Tension 0.6374 Web Comp 0.99071 Allow Comp 0.5691 Weld Qty 0.2688; Material W2 8,506.37 9,716.30 1,158.69 3,836.02 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 779.32 14,453.10 5,728.90 6,530.89 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,350.03 5,787.30 717.08 1,280.39 4.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 608.16 10,795.89 4,553.781 4,664.02 2.38 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,827.62 4,826.79 499.23 970.64 3.35 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 390.31 2,305.22 9,029.40 4,826.79 3,031.37 281.39 3,330.33 970.64 2.00 x 0.118 2.02 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 C10AB = 1.125 x 0.756 x .077 W9 252.74 7,865.88 1,845.90 2,913.33 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 I W10 r 1,845.90 4,826.79 252.74 970.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 248.81 4,826.79 1,304.82 1,517.21 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,159.55 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM 01111. f11Nf: SYSTPMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-9 3/4 BPL Length 2-7 3/4 Clear Bearing 0-3 7/8 1 Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00; Reqd TL Def U80 0.00 Reqd TL Def L/80 ! Live Load 0.001 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000, Reqd SM 0.0000 Mom of Inertia 1.52641 Mom of Inertia 1.5264' 1 Reqd MI 0.0000' Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 'Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:11:59 AM Mark: J46 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:09 AM NEW MILLENNIUM Location: Joist Description: Mark: RLIII nwr. S V Geometry Base Length: 37-51/2 Variable STEMS Working Length: 37-1 1/2 Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.07 BC 8 @ Short Span Crimp Panel Length: 4-0 30K2801170 Shape: Parallel Chords J48 BC Panel ' 3-1 3/4 3-0 3/4 li TC Panel �2 5 3/4 2-3 3/4_ .,\ i First Half 1-9 1-6 / .1 1 I \ i1 First Diag. ;4-10 3/4 4-6 3/4 .j1 Depth 30.00 Loads I Load Type Category 30.00 Load1 Load2 Position 1 Direction Loc./Begin Sp/End 1 Uniform (plf) DL (1) 110.00 110.00 TC i + 0-0 37-5 1/2 :Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 37-5 1/2 ;',Cont @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-8 3/4 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,690.74 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,694.12 J BC Compresion TC- Minimum 1,423.53 Shear: Web Tension 'Max21,807.38 Web 0-0 TC Comp.: Comp. Web 37-5 1/2 Max BC Tension 21,442.78 Length PP Dist. ! 1 W2 898.95 6,300.42 0.001 0.00 8,506.37 1,158.69 46.08 0-2 V1S 871.62 6,118.24 0.00 0.00 248.81 1,304.82 30.15 2-5 3/4 W3 871.62 6,118.24 9,340.96 1,327.94 779.32 5,728.90 35.86 3-1 3/4 W4 1,772.89 12,513.63 9,340.96 1,327.94 5,350.03 717.08 37.70 4-10 3/4 W5 1,772.89 12,513.63 15,224.02 2,148.49 608.16 4,553.78 37.70 6-10 3/4 W6 2,454.75 17,472.13 15,224.02 2,148.49 3,827.62 499.23 37.70 8-10 3/4 W7 2,454.75 17,472.13 19,257.96 2,691.67 390.31 3,031.37 37.70 10-10 3/4 W8 2,859.25 20,581.51 19,257.96 2,691.67 2,305.22 281.39 37.70 12-10 3/4 W9 2,859.25 20,581.51 21,442.78 2,957.48 252.74 1,845.90 37.70 14-10 3/4 W10 * Symmetrical Standard Verticals Member 2,986.37 Joist Position 21,807.38 Max Tension 21,442.78 2,95. 7.48 Max Comp. I Length 1,845.90 252.74 37.70 16-10 3/4 _ V2 Interior 280.00 1,159.551 29.07 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:09 AM NEW MILLENNIUM Location: Joist Description: Mark: Fll III ^Nr. Chord Properties Chord gvgTFMc'i Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J48 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC i Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 329.84 Panel LE 0.4390 LL 360.: 240.83 Interior Panel 0.0775 i First LL 240: 361.24 Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 16-2 3/4 RE Gap Between 0.129 Max Bridg BC: 17-6112 Chords: 1 Length 27.75 29.00 24.001 27.00 25.75 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld len 2x: 0.5000 1,AxialLoad 6,300.42 6,118.24 21,807.38 5,961.57 6,152.08 Max Load Fillers TC: fa 7,315.87 7,104.32 25,322.08 6,922.39 7,143.61 22,261.66 Maximum K L/r 90.63 94.71 46.61 88.18 84.10 Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07' 28,318.47 29,812.73 ,16,651.95 Fa 16,455.61 15,570.00 25,593.64' 16,991.08 17,887.64 TC 380..90859085 F'e 98,541.14 90,229.30 131,741.05 104,091.69 114,442.97 : Cm 0.9629 0.9606 0.8712 0.9667 BC Stress: 0.9688 1,00 Panel Point Moment 2017.09 2017.09 0.00 1724.84 1724.84 Esc URz: Mid Panel Moment 1324.10 789.49 0.001 663.01 1144.10 171.6124 Panel Pointfb 10326.77 10326.78 0.00 8830.55 8830.56; TCShearStress: Mid Panel fb 2829.81 1687.27 0.00 1416.96 2445.13, 15,484.44 Fillers 0 0 10 , 0 0 BC Shear Stress: 18,226.86 'Panel Point Stress 17,642.64 17,431.10 25,322.08 15,752.95 15,974.17 Mid Panel Stress I Web Design Member Web Tension 0.5367 Allow Tension 0.5116 Web Comp ; 0.9894 Allow Comp 0.4531 Weld Qty 0.4777 Material W2 8,506.37 9,716.30 1,158.691 3,836.02 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 779.32 14,453.10 5,728.901 6,530.89 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,350.03 5,787.30 717.08 1,280.39 4.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 608.16 10,795.89 4,553.78 4,664.02 2.38 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,827.62 4,826.79 499.23 970.64 3.35 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 390.31 2,305.22 9,029.40 4,826.79 3,031.37 3,330.33 281.391 970.64 _2.00 x 0.118 2.02 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 C10AB = 1.125 x 0.756 x .077 W9 252.74 7,865.88 1,845.90' 2,913.33 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,845.90 4,826.79 252.74 970.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 248.81 4,826.79 1,304.82 1,517.21 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,159.55 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077_ 1 Job Number. 15814-0005 NEW MILLENNIUM Location: Fl1111_nlNr. SYSTEMS TUKVVILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 TCX Left 0.0000 TCX Right Reqd MI TCX Length 0-0 TCX Length 0-0 TCX Type R i TCX Type R 1 TCX Depth 2 1/2 , TCX Depth 12 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-3 7/8 Clear Bearing 0-3 7/8 ring 11IA�a..:-1. Anen - 4 ',nen . n .l en nnl 111..,...:..1. A 01017 - 4 7"Jr/1 .. n .l en ,rL IVIOIGI101. nLV� - Total Load Reqd TL Def L/80 Live Load ori malcnm. ncvv - 280.00 Total Load 0.00 Reqd TL Def L/80 170.00 Live Load Reqd LL Def U120 Section Modulus Reqd SM 0.00 0.0000 0.0000 Reqd LL Def L/120 Section Modulus Reqd SM 280.00 0.00 170.00 0.00 0.0000 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:13:09 AM Mark: J48 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: RIIII flIN[i SVSTFMS Geometry Base Length: 37-0 3/4 Variable BC Panel TC Panel First Half First Diag. Depth TUKWILA, WA Working Length: j 36-8 3/4 Left End 12-11 3/8 2-2 3/8 11-6 j4-5 3/8 28.00 Loads Load Type Uniform (plf) Joist Depth: 28.00 Right End 3-1 3/8 2-3 3/8 1-6 4-7 3/8 Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Axial (lbs) Gross Uplift (plf) Stress Analysis Summary Int. Panel TC: 24.00 Member 28.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K280/170 Effective Depth: 27.02 BC Panel Length: 8@ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:33:00 AM Mark: J49 IIIIII IIIIIIII1:11111111111111;IIJIIILIIII I11I;IIJIIILIIIIII [IIIIIIIII,IIIIIIIIIIIIII11III Category Load1 Load2 Position Direction Loc/Begin Sp/End 37-0 3/4 37-0 3/4 37-0 3/4 0-0 0-0 WL (2) 42.00 42.00 TC 0-0 37-0 3/4 DL (1) LL (1) SM (1) CL (1) SM (1) Max Panel BC: 48.00 TC Tension Reaction LE: 5,635.28 TC Compresion 110.00 170.00 15.00 500.00 3,000.00 110.00 170.00 Reaction RE: 5,638.68 BC Tension 15.00 0.00 0.00 TC TC TC TC TC Minimum Shear. 1,409.67 BC Compresion Web Tension 0-0 0-0 0-0 18-6 3/8 0-0 Max TC Comp.: 22,998.04 Web Comp. Web W2 V1S W3 1,264.27 7,889.19 0.00 0.00 8,503.76 1,157.99 1,322.03 7,711.83 0.00 0.00 278.82 1,263.60 1,322.03 7,711.83 9,421.09 1,339.09 767.50 5,639.80 W4 1,820.94 13, 750.62 9,421.09 1,339.09 5,482.02 734.96 W5 W6 W7 W8 W9 1,820.94 13, 750.62 15, 792.48 2,228.18 622.61 4,660.23 2,560.81 18,576.71 15,792.48, 2,228.18 3,911.23 510.26 2,560.81 18,576.71 20,174.29 2,818.84 397.91 3,093.99 3,002.25 21,635.28 20,174.29 2,818.84 2,344.99 285.56 3,002.25 21,635.28 22, 566.52 3,111.06 257.91 1,885.43 W10 Symmetrical Joist 3,145.25 Standard Verticals Member Position V2 Interior 22,998.04 Max Tension 280.00 22, 566.52 3,111.06 Max Comp. Length 1,164.84 I 27.02 1,885.43 257.91 Max BC Tension 22,566.52 Length PP Dist. 0-2 2-2 3/8 2-11 3/8 4-5 3/8 6-5 3/8 8-5 3/8 10-5 3/8 12-5 3/8 14-5 3/8 36.14 16-5 3/8 42.94 28.48 32.47 36.14 36.14 36.14 36.14 36.14 36.14 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:33:00 AM i NEW MILLENNIUM Location: Joist Description: Mark: ! nom nI,.r. Chord Properties Chord `1STFI,J1 Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K2801170 Q Material J49 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending 1.00 1 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 312.79 Panel LE Interior 0.4686 LL 360: 235.84 Panel 0.0956 First LL 240: 353.76 Panel 0.9950 RE End Panel A24B = 1.5940 [Max Bridg TC: 16-4 7/8 RE 1 x Gap Between 0.133 Max Bridg BC: 18-5 718 Chords: 24.38 27.00 24.00 28.00 25.38 1.1250 Length ' Bending Load 280.00 280.00 0.00 280.00 280.00 Mn wel j 0/5000d Len 2X. Axial Load 7,889.19 7,711.83 22,998.04 8,008.81 8,213.551 Max Load Fillers TC: fa 4,133.93 8,081.98 24,101.91 8,393.22 4,303.89 i 25,013.30 Maximum K Ur 75.84 84.01 44.51 87.12 78.951 Max Load no Fillers TC: I 1 Fcr 32,834.28 29,844.96 43,257.25 28,705.40 31,698.16 19,231.63 ' Fa 19,700.57 17,906.97 25,954.35 17,223.24 19,018.89 367..000400 3640 F'e 403,418.25 114,148.45 144,469.14 106,140.58 372,248.28 • Cm 0.9949 0.9646 0.8882 0.9605 BC Stress: 0.9942 0.97 Panel Point Moment 1529.59 1529.59 0.00 1663.87 II 1663.87 BC URz: Mid Panel Moment 1030.52 732.93 0.00 798.25 1114.731 162.9881 Panel Pointfb 1196.38 6751.38 0.00 7344.07 1301.41 TC Shear Stress: Mid Panel fb 806.03 1349.08 0.00 1469.31 871.89 13,834.25 1 Fillers 0 0 6 0 0 BC Shear Stress: 17,186.35 Panel Point Stress 5,330.31 14,833.36 24,101.91 15,737.29 5,605.30 Mid Panel Stress 1 Web Design Member Web Tension 0.2340 Allow Tension 0.4951 Web Comp 0.9286 Allow Comp 0.5355 Weld Qty 0.2525 Material W2 8,503.76 9,716.30 1,157.99 4,281.73 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 767.50 14,453.10 5,639.80 7,132.52 2.53 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,482.02 5,787.30 734.96 1,424.82 4.10 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 622.61 10,795.89 4,660.23 5,038.72 2.43 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,911.23 4,826.79 510.26 1,080.13 3.42 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 397.91 2,344.99 7,865.88 4,826.79 3,093.99 285.56 3,196.88 1,080.13 2.04 x 0.102 2.05 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 257.91 7,865.88 1,885.43 3,196.88 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,885.43 4,826.79 257.91 1,080.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 278.82 4,826.79 1,263.60 1,739.30 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical I 280.00 Joist 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 j 1 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA TCX Design Fillll_ rlfNr. SVSTRMS TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-6 3/8 � BPL Length 2-7 1/2 Clear Bearing 0-3 7/8 Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00 LL Def U120 0.00 Reqd LL Def L/120 0.001 ,Reqd Section Modulus 1.2785 Section Modulus i 1.27851 Reqd SM 0.0000 Reqd SM 0.00001 Mom of Inertia I 1.5981 :Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM , Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP ' Case 4d: DL+WL-AX+IP 1 Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 81412014 11:33:00 AM Mark: J49 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:33:35 AM NEW M 1 L L E N N I U I V1 Location: Joist Description: Mark:! ' Flt 111. ninon S V Geometry Base Length: 37-0 3/4 Variable STEMS Working Length: 136-8 3/4 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.91 BC 8 © Short Span Crimp Panel Length: 4-0 28K2801170 Shape: Parallel Chords J49A 1 ! !IBC Panel 2-11 3/8 3-1 3/8 11111'111111111111111111111111;1 IJ I I I L1111111111J I I I L11{11111;I I I I I I I I 111111 t 1111 i 1111111111.' TC Panel 2-2 3/8 2-3 3/8 \1 First Half 1-6 1-6 \\ ,First Diag. 4-5 3/8 4-7 3/8 I Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End 7 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 37-0 3/4 : Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 37-0 3/4 'Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 1 i 1 l Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 37-0 3/4 .Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-6 3/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 1 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 37-0 3/4 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC � + 18-6 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 18-6 3/8 0-0 1 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 18-6 3/8 0-0 1 Gross Uplift (plf) WL (2) 42.00 42.00 TC I - 0-0 37-0 3/4 Conc @ any Stress Analysis 1 i Int. Panel TC: 1 24.00 Member pp TC (lbs) Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 7,055.71 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 7,069.83 ' BC Compresion TC 1 Minimum 1,767.46 i - Shear. Web Tension Max 32,039.06 Web 18-6 3/8 TC Comp.: Comp. Web 0-0 Max BC Tension 27,893.00 Length PP Dist. W2 2,357.33 10,229.680.001 0.00 10,798.90 3,299.92 42.87 0-2 V1 S 2,415.31 10,034.43 0.001 0.00 2,439.07 3,114.86 28.38 2-2 3/8 W3 2,415.31 10,034.43 10,788.51 2,082.40 2,217.04 7,163.99 32.38 2-11 3/8 W4 3,018.74 17,930.39 10,788.51 2,082.40 7,202.14 2,469.18 36.06 4-5 3/8 W5 3,018.74 17,930.39 18,435.831 3,955.09 2,162.92 6,168.64 36.06 6-5 3/8 W6 4,891.44 24,604.80 18,435.831 3,955.09 5,437.74 2,162.92 36.06 8-5 3/8 W7 4,891.44 24,604.80 24,137.321 5,827.78 1,856.67 4,423.15 36.06 10-53/8 W8 6,764.13 29,333.39 24,137.32 5,827.78 3,692.26 1,856.67 36.06 12-5 3/8 W9 6,764.13 29,333.39 27,893.00 7,700.48 1,550.41 2,658.75 36.06 14-5 3/8 W10 * Symmetrical Standard Verticals Member 8,558.80 Joist Position 32,039.0.6 Max Tension 27,893.00' 7,700.48 Max Comp. 1 Length 2,368.15 1,550.41 36.06 16-5 3/8 V2 Interior 2,332.00 2,938.881 26.91i 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:33:35 AM NEW M 1 L L E N N 1 U IV1 Location: Joist Description: Mark: 81111. CIINr: SYSTEMS Chord Properties Chord I Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J49A TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending K: ' 1.00 Top Chord 0.4771 Analysis Fy: 50,000.00 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 LE First 1.2009 Mom of Inertia.' 391.19 Panel LE 0.5106 ,LL 360.' !294.96 Interior Panel 0.1387 LL 240: 1442.43 First Panel 1.0000 RE End Panel A28B = 1.7350 x Max Bridg TC: 17-71/8 RE , ' Gap Between 0.150 Max Bridg BC: 13-8 Chords: Length 24.38 27.00 24.00! 28.00 25.381 1.1250 • Bending Load 304.00 304.00 0.00! 304.00 Min Weld Len 2X. 304.00, 0.5000 Axial Load 10,229.68 10,034.43 32,039.06 10,418.10 10,643.49, Max Load Fillers TC: fa 4,658.32 8,080.56 25,800.50 8,389.52 4,846.76; 33,486.75 Maximum K Ur 68.49 75.86 39.931 78.67 71.30 1Max Load no Fillers TC: Fcr 35,483.05 32,825.57 44,498.841 31,799.76 34,478.54 26,983.18 Fa 21,289.83 19,695.34 26,699.31 19,079.86 20,687.12 34OA: 2827 F'e 395,625.84 141,861.23 179,543.11 131,909.23 365,057.94 Cm 0.9941 0.9715 0.9037 0.9682 BC Stress: 0.9934 0.97 Panel Point Moment 1674.53 1674.53 0.00', 1821.14 1821.14 Esc URz: ( Mid Panel Moment 1114.22 790.80 0.00' 861.46 1205.40' ,149.3466 1 Panel Point fb 1216.05 5082.95 0.00 5527.96 1322.511.! TC Shear Stress: Mid Panel fb 735.40 1015.91 0.00 1106.68 795.58 13'767.17 li Fillers 0 0 6 0 BC Shear Stress: 1 0 17,564.85 Panel Point Stress 5,874.38 13,163.51 25,800.501 13,917.47 6,169.27 !Mid Panel Stress Web Design Member Web Tension 0.2409 Allow Tension 0.4426 Web Comp 0.96631 Allow Comp 0.4752 Weld Qty 0.2582, Material W2 10,798.90 13,007.79 3,299.92 , 5,627.78 4.85 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 2,217.04 14,453.10 7,163.99 7,197.87 3.22 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 7,202.14 7,865.88 2,469.181 3,261.36 4.76 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,162.92 14,453.10 6,168.64 1 6,620.94 2.77 x 0.150 1 C28BB = 1.125 x 1.344 x .150 ' W6 5,437.74 7,865.88 2,162.92 3,261.36 3.59 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 1,856.67 3,692.26 10,795.89 7,865.88 4,423.15 5,114.21 1,856.67 3,261.36 2.31 x 0.129 2.44 x 0.102 1 1 C22BB = 1.125 x 1.110 x .129 C16BB = 1.125 x 1.025 x .102 W9 1,550.41 7,865.88 2,658.75! 3,261.36 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,368.15 7,865.88 1,550.41 ' 3,261.36 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 2,439.07 7,865.88 3,114.86 3,991.88 2.06 x 0.102 1 C16BB = 1.125 x 1.025 x .102 I V2 * Symmetrical I' 2,332.00 Joist 7,865.88 2,938.881 4,119.46 _2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 Job Number. 5814-0005 NEW MILLENNIUM, Location: TUKWILA, WA RI111. ninon S VSTFIVI TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description.: Short Span Crimp 28K280/170 TCX Left 280.00 TCX Right TCX Length 0-0 1TCX Length :0-0 TCX Type R, Rnfd. TCX Type ,R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 I BPL Length 2-6 1/2 I BPL Length 2-7 5/8 Clear Bearing 0-3 5/8 Clear Bearing ' 0-3 5/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.001 Reqd LL Def L/120 0.00 Section Modulus 1.3770 Section Modulus 1.3770 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.8035 Mom of Inertia 1.8035 Reqd MI 0.00001 Reqd MI 0.00001 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP I Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:33:35 AM Mark: J49A „1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:42:58 AM NEW MILLENNIUM i Location: Joist Description: Mark: nt ea now: riVTFMq+ . Geometry • Base Length: Working Length: 17-91/2 17-51/2 Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.21 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords J5 BC Panel 2-2 3/4 2-2 3/4 TC Panel1-4 3/4 1-4 3/4 i First Half 0-10 0-10 First Diag. 3-0 3/4 3-0 3/4 Depth 14.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 17-9 1/2 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 17-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-10 3/4 0-0 Gross Uplift Stress Analysis Int Panel TC' 20.00 ' Member (plf) Summary Max Panel 20.00 TC Tension BC WL (2) i Reaction [ 2,929.88 TC Compresion LE: 42.00 BC Tension 42.00 Reaction RE 2,937.02 ; BC Compresion TC ! Minimum 1734.26 - Shear Web Tension Max 11,398.74 Web 0-0 TC Comp.- Comp. Web 17-9 1/2 Max BC Tension 11,398.74 Length i PP Dist. W2 638.72 4,726.69 0.00' 0.00 5,873.35 723.96 28.05 0-2 V 1 S 592.67 4,419.70 0.00 0.00 427.39 1,183.73 16.57 1-4 3/4 W3 592.67 4,419.70 6,022.48 804.70 351.22 2,861.10 16.57 2-2 3/4 W4 963.71 7,271.89 6,022.48 804.70 2,275.74 263.41 16.57 3-0 3/4 W5 963.71 7,271.89 8,521.30 1,122.73 263.41 2,213.02 16.57 3-10 3/4 W6 1,228.74 9,417.35 8,521.30 1,122.73 1,627.66 175.61 16.57 4-8 3/4 W7 1,228.74 9,417.35 10,313.39 1,334.75 175.61 1,573.90 16.57 5-6 3/4 W8 1,387.76 10,856.07 10, 313.39 1,334.75 988.54 114.97 16.57 6-4 3/4 W9 1,387.76 10,856.07 11,398.741 1,440.76 114.97 925.83 16.57 7-2 3/4 W10 * Symmetrical I 1,440.76 Joist 11,398.74 11,398.74! 1,440.76 340.47 921.01 16.57 8-0 3/4 0 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:42:58 AM NEW MILLENNIUM /Location: Joist Description: Mark: RI III ^oNr. Chord Properties Chord G�TFM Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J5 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 H BC Axial and Bending ' 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 45.39 Panel LE 0.3969 I LL 360: : 318.67 Interior Panel 0.0480 First LL 240: 478.00 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-0 3/4 RE Gap Between 0.102 Max Bridg BC: 15-1 Chords: Length 14.75 20.00 20.00, 20.00 14.75', 0.5000 BendingLoad 280.00 0.00 0.00:0.00 280.001 Min weld len 2X 0 5000 Axial Load 4,726.69 4,419.70 11,398.74 4,419.70 4,726.691 Max Load Fillers TC: fa 9,100.28 8,509.23 21,945.98 8,509.23 9,100.28 12,829.47 Maximum K L/r 57.30 77.70 46.53 77.70 57.30 Max Load no Fillers TC: Fcr 37,722.46 31,173.78 40,759.98 31,173.78 37,722.46 9,812.15 Fa 22,633.48 18,704.27 24,455.99 18,704.27 22,633.48 269..7208 7208 TC : F'e 243,022.53 132,181.47 132,181.47 132,181.47 243,022.53 Cm 0.9813 0.9678 0.8888 0.9678 BC Stress: 0.9813 0.73 Panel Point Moment 711.88 795.52 0.00 795.52 711.88 BC URz: Mid Panel Moment 326.76 412.97 0.00 412.97 326.76 77.7001 Panel Point fb 7253.03 8105.18 0.00 8105.18 7253.03 TC Shear Stress: Mid Panel fb 1350.95 1707.36 0.00 1707.36 1350.95 Fillers 0 0 3, 0 ,13,440.29 0 BC Shear Stress: 13,440.29 Panel Point Stress 16,353.31 16,614.41 21,945.981 16,614.41 16,353.31 Mid Panel Stress Web Design Member Web Tension 0.4463 Allow Tension 0.5129 Web Comp ! 0.8974 Allow Comp 0.5129 Weld _ Qty 0.4463 I Material W2 5,873.35 6,776.60 723.961 2,044.47 2.23 x 0.177 1 R056 = round 9/16 V1S 427.39 7,529.55 1,183.73! 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 351.22 7,529.55 2,861.10 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,275.74 5,947.89 263.411 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 263.41 5,947.89 2,213.02 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 W7 1,627.66 175.61 5,947.89 5,947.89 175:61 1,573.90 2,342.46 2,342.46 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 988.54 5,947.89 114.97 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W9 114.97 5,947.89 925.83 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W10 * Symmetrical 1 I I 340.47 Joist 5,947.89 921.01 2,342.46 2.00 x 0.170 1 R050 = round 1/2 1 1 I Job Number. 5814-0005 NEW MILLENNIUM Location: Rim r11Nii SVS'. TF MS TCX Design TCX Left TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 I TCX Depth 2 1/2 BPL Length 0-4 ' BPL Length 0-4 Clear Bearing 0-5 3/8 11 I Clear Bearing i 0-5 3/8 RPI Matarial• A2RR = 1 735x1 Y n 15n , RPI MatArial• A2RR = 1 735(1 y (1 1Sr) Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 1 Reqd MI 0.0000 Reqd MI 0.00001 ;Seat Type: Lapped 1 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0,85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 10:42:58 AM Mark: J5 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:07 AM NEW MILLENNIUM Location: Joist Description: Mark: 1 RI111 riinin •-.VTFM4 Geometry Base Length: Working Length: 37-0 3/4 ! 36-8 3/4 Variable I Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 27.02 BC 8 @ Short Span Crimp Panel Length: 4-0 28K280/170 Shape: Parallel Chords J51 BC Panel 2-11 3/8 3-1 3/8 11111.111 11 I I 111'111111111;11111;1 IJ 1 I 1 LI Iii 1111:1 IJ 111 LI I;I 1111`1.11 11 11 11,11 11 11111j 1111111111 TC Panel 2-2 3/8 /8 2-3 3/8'\ \\., First Half ;1-6 1-6 i First Diag. 14-5 3/8 4-7 3/8 . Depth 128.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 37-0 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 37-0 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 37-0 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-6 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis ' Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,635.28 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,638.68 !BC Compresion TC Minimum 11,409.67 � - Shear. Web Tension Max 22,998.04 Web 0-0 TC Comp.: Comp. Web 37-0 3/4 Max BC Tension 22,566.52 Length 1 PP Dist. ; W2 1,264.27 7,889.19 0.001 0.00 8,503.76 1,157.99 42.94 0-2 V1S 1,322.03 7,711.83 0.001 0.00 278.82 1,263.60 28.48 2-2 3/8 W3 1,322.03 7,711.83 9,421.09' 1,339.09 767.50 5,639.80 32.47 2-11 3/8 W4 1,820.94 13,750.62 9,421.09 1,339.09 5,482.02 734.96 36.14 4-5 3/8 W5 1,820.94 13,750.62 15,792.48 2,228.18 622.61 4,660.23 36.14 6-5 3/8 W6 2,560.81 18,576.71 15,792.48 2,228.18 3,911.23 510.26 36.14 8-5 3/8 W7 2,560.81 18,576.71 20,174.29 2,818.84 397.91 3,093.99 36.14 10-5 3/8 W8 3,002.25 21,635.28 20,174.29 2,818.84 2,344.99 285.56 36.14 12-5 3/8 I W9 3,002.25 21,635.28 22,566.52 3,111.06 257.91 1,885.43 36.14 14-5 3/8 W10 * Symmetrical Standard Verticals Member 3,145.25 Joist - Position 22,998.04 - Max Tension 22,566.521 3,111.06 Max Comp. ! Length 1,885.43 2.57.91 36.14 16-5 3/8 I V2 Interior 280.00 1,164.841 27.02, , Job Number:Job 5814-0005 STRESS ANALYSIS - PAGE 2 Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201411:35:07 AM NEW MILLENNIUM ' Location: Joist Description: Mark: FlI IU rIINr. Chord Properties Chord SVriTFM "+ Area ' TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K2801170 Q Material J51 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC ' Axial and Bending K: 1.00 Top Chord 0.3882 1 0.4962 Analysis Fy: 50,000.00 Check End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 312.79 Panel LE 0.4686 , LL 360: 1235.84 Interior Panel 0.0956 ' First LL 240: 353.76 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 16-4 7/8 RE Gap Between 0.133 Max Bridg BC: 18-5 7/8 Chords: • Length 24.38 27.00 24.001, 28.00 25.38 j Bending Load 280.00 280.00 0.00 280.00 280.00 111.1in w25ed LLen 2X 0 5000 Axial Load 7,889.19 7,711.83 22,998.04 8,008.81 8,213.55 . Max Load Fillers TC: fa 4,133.93 8,081.98 24,101.91 8,393.22 4,303.89 '25,013.30 Maximum K L/r 75.84 84.01 44.51 87.12 78.95 Max Load no Fillers TC.: Fcr 32,834.28 29,844.96 43,257.25; 28,705.40 31,698.16 19,231.63 t [Fa 19,700.57 17,906.97 25,954.351 17,223.24 19,018.89' 367.0040 : F'e 403,418.25 114,148.45 144,469.14• 106,140.58 372,248.28 Cm 0.9949 0.9646 0.8882; 0.9605 BC Stress: 0.9942 0.97 Panel Point Moment 1529.59 1529.59 0.00j 1663.87 1663.87 BC URz: Mid Panel Moment 1030.52 732.93 0.00: 798.25 1114.73 162.9881 Panel Point fb 1196.38 6751.38 0.00 7344.07 1301.41 ,ITC Shear Stress: Mid Panel fb 806.03 1349.08 0.00 1469.31 871.89 13,834.25 Fillers 0 0 6 0 0 ' BC Shear Stress: 17,186.35 Panel Point Stress 5,330.31 14,833.36 24,101.91 15,737.29 5,605.30 ' ' Mid Panel Stress Web Design Member Web Tension 0.2340 Allow Tension 0.4951 Web Comp 0.9286 Allow Comp 1 0.5355 Weld Qty 0.2525 Material W2 8,503.76 9,716.30 1,157.99 4,281.73 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 767.50 14,453.10 5,639.80 7,132.52 2.53 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,482.02 5,787.30 734.96' 1,424.82 4.10 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 622.61 10,795.89 4,660.231 5,038.72 2.43 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,911.23 4,826.79 510,26! 1,080.13 3.42 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 397.91 2,344.99 7,865.88 4,826.79 3,093.99 3,196.88 285.56 1,080.13 2.04 x 0.102 2.05 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 257.91 7,865.88 1,885.43 3,196.88 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,885.43 4,826.79 257.91 1,080.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 278.82 4,826.79 1,263.60 1,739.30 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM Huit_nuNr: SYSTFMS TCX Design TCX Left Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 281(280/170 TCX Right TCX Length 0-0 'TCX Length , 0-0 TCX Type R, Rnfd. TCX Type 1R, Rnfd. TCX Depth 2 1/2 I TCX Depth 12 1/2 1 BPL Length 2-6 3/8 I BPL Length i 2-7 1/2 � Clear Bearing 0-3 7/8 Clear Bearing 10-3 7/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00' Live Load 170.00 Live Load ! 170.00 Reqd LL Def U120 0.00 Reqd LL Def 0120 0.001 Section Modulus 1.2785 Section Modulus ; 1.2785 Reqd SM 0.0000 Reqd SM j 0.0000 Mom of Inertia 1.5981 Mom of Inertia • 1.5981 ' Reqd MI 0.0000 Reqd MI 0.0000 ;Seat Type: Lapped (Reinforced) It Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/201411:35:07 AM Mark: J51 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKW1LA, WA RI III f11Nfi SVSTFMS Geometry Base Length: 137-0 3/4 Variable BC Panel TC Panel • Working Length: 36-8 3/4 Joist Depth: 28.00 Left End Right End 2-11 3/8 '2-2 3/8 3-1 3/8 2-3 3/8 First Half 1-6 1-6 First Diag. 4-5 3/8 4-7 3/8 Depth , 28.00 Loads Load Type Uniform (plf) Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Axial (lbs) Gross Uplift (plf) Stress Analysis Summary Max Panel BC: 48.00 Int. Panel TC: ;24.00 Member 28.00 Category DL (1) LL (1) SM (1) CL (1) SM (1) WL (2) STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:35:39 AM Mark: J52 IIIIIIIIIIIIIII'IIIIIII IIIIIII.IIJIIILII,IIIIIIIJIIILII) I.II[IIll1IIlI,IIIIIIIII!I III IIIIII, •1 1 t Load1 Load2 Position 110.00 110.00 TC Direction Loc/Begin + 0-0 170.00 170.00 TC 0-0 15.00 15.00 TC 0-0 500.00 0.00 TC 18-6 3/8 3,000.00 0.00 TC 0-0 Reaction LE: 5,635.28 TC Tension TC Compresion 42.00 42.00 TC Reaction RE 5,638.68 Minimum Shear 11,409.67 BC Tension BC Compresion Web Tension 0-0 Max TC Comp • 22,998.04 Web Comp. W2 V1S W3 W4 W5 W6 1,264.27 7,889.19 0.00 0.00 8,503.76 1,157.99 1,322.03 7,711.83 0.001 0.00 278.82 1,263.60 Sp/End 37-0 3/4 37-0 3/4 37-0 3/4 0-0 0-0 37-0 3/4 Max BC Tension 22,566.52 Web Length PP Dist. 0-2 2-2 3/8 42.94 28.48 1,322.03 7,711.83 9,421.091 1,339.09 767.50 5,639.80 1,820.94 13, 750.62 9,421.09, 1,339.09 5,482.02 734.96 1,820.94 13, 750.62 15,792.481 2,228.18 622.61 4,660.23 2,560.81 18, 576.71 15,792.48 2,228.18 3,911.23 510.26 W7 2,560.81 18, 576.71 20,174.29 2,818.84 397.91 3,093.99 W8 3,002.25 21,635.28 20,174.29 2,818.84 2,344.99 285.56 W9 3,002.25 21,635.28 22,566.52 3,111.06 257.91 1,885.43 W10 3,145.25 ' Symmetrical Joist 11 Standard Verticals Member Position V2 Interior 22,998.04 Max Tension 280.00 22,566.52 , 3,111.06 Max Comp. Length 1,164.84 27.02 1,885.43 257.91 2-11 3/8 4-5 3/8 6-5 3/8 8-5 3/8 10-5 3/8 12-5 3/8 14-5 3/8 36.14 16-5 3/8 32.47 36.14 36.14 36.14 36.14 36.14 36.14 0 1 Job Number. j 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:39 AM NEW M I L L E N N 1 U M i Location: Joist Description: Mark: RI III ninin Chord Properties Chord SYSTEMS Area 1 TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J52 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 1 Axial and Bending K: 11.00 1 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 312.79 Panel LE Interior 0.4686 LL 360: 235.84 Panel 0.0956 7 First LL 240: 353.76 Panel 0.9950 RE End Panel A24B = 1.5940 Max Bridg TC: 16-4 7/8 RE x Gap Between 0.133 Max Bridg BC: 18-5 7/8 Chords: 1 1, Length 24.38 27.00 24.00 28.00 25.38 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0 5000 ]ttt Axial Load 7,889.19 7,711.83 22,998.04 8,008.81 8,213.55 Max Load Fillers TC: fa 4,133.93 8,081.98 24,101.91 8,393.22 4,303.89 25,013.30 Maximum K L/r 75.84 84.01 44.51 87.12 78.95 i Max Load no Fillers TC: Fcr 32,834.28 29,844.96 43,257.25 28,705.40 31,698.16 !19,231.63 Fa 19,700.57 17,906.97 25,954.35; 17,223.24 19,018.89 367.0040 i F'e 403,418.25 114,148.45 144,469.14' 106,140.58 372,248.28 ' ' Cm 0.9949 0.9646 0.8882 0.9605 0.9942 BC Stress: , 0.97 Panel Point Moment 1529.59 1529.59 0.00 1663.87 1663.87 BC L/Rz: 1Mid Panel Moment 1030.52 732.93 0.00 798.25 1114.73 162.9881 Panel Point fb 1196.38 6751.38 0.00 7344.07 1301.41 TC Shear Stress: Mid Panel fb 806.03 1349.08 0.00 1469.31 871.89 13,834.25 Fillers 0 0 6 0 0 BC Shear Stress: 17,186.35 Panel Point Stress 5,330.31 14,833.36 24,101.91 15,737.29 5,605.30 I Mid Panel Stress Web Design 1 Member Web Tension 0.2340 Allow Tension 0.4951 Web Comp 0.9286 Allow Comp 0.5355 Weld Qty 0.2525 Material W2 8,503.76 9,716.30 1,157.99 4,281.73 4.44 x 0.129 1 C22BB = 1.125 x 1.110 x .129 i W3 767.50 14,453.10 5,639.80 7,132.52 2.53 x 0.150 1 C28BB = 1.125 x 1.344 x .150 j W4 5,482.02 5,787.30 734.96 1,424.82 4.10 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 622.61 10,795.89 4,660.23 5,038.72 2.43 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,911.23 4,826.79 510.26 1,080.13 3.42 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 397.91 2,344.99 7,865.88 4,826.79 3,093.99 285.56 3,196.88 1,080.13 2.04 x 0.102 2.05 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 _ C10AB = 1.125 x 0.756 x .077 W9 257.91 7,865.88 1,885.43 3,196.88 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,885.43 4,826.79 257.91 1,080.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 278.82 4,826.79 1,263.60 1,739.30 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical _ 280.00 Joist 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 Job Number. 5814-0005 NEW MILLENNIUM Location: 1 81111. 11INr: SVS TFA,1 !TUKWILA, WA TCX Desictn STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 TCX Left i Total Load TCX Right TCX Length 0.001 ; Reqd TL Def U800.00 0-0 ; ' TCX Length 0-0 TCX Type Reqd LL Def U120 R, Rnfd. 1 TCX Type R, Rnfd. TCX Depth 1.2785 2 1/2 TCX Depth 2 1/2 BPL Length 1.5981 Mom of Inertia 2-6 3/8 BPL Length 2-7 1/2 Clear Bearing 0-3 7/8 Clear Bearing ' 0-3 7/8 I 1 BPL Material: A28B = 1.7350 x 0.150 RPL Material: A286 = 1.7350 x 0 150 Total Load280.00 i Total Load 280.00 1 Regd TL Def L/80 0.001 ; Reqd TL Def U800.00 Live Load 170.00' 1 Live Load 170.00 Reqd LL Def U120 0.00 I Regd LL Def L/120 0.00 Section Modulus 1.2785' Section Modulus 1.2785 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations j Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL !Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP i Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX I Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:35:39 AM Mark: J52 STRESS ANALYSIS - PAGE 1 0;JobNumber. Name: 5814-0005 [Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:12:41 PM 1! 1 NEW Nil L L E N N I U M Location: Joist Description: Mark: j 111111 rIltir. SVSTAMS Geometry 11 Base Length: 23-4 Variable Working Length: 23-0 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J53 1' BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 - - ' - ) - - First Half 1-0 1-0 _ _ - First Diag. 3-8 3/8 3-7 5/8 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position ' Direction Loc./Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC 1 + 0-0 23-4 ' Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 1 + 11-8 0-0 1 Conc Load (lbs) WL (1) 1,100.00 0.00 TC + 4-0 4-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 12-0 12-0 ' Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 1,100.00 0.00 TC - 4-0 4-0 Conc Load Stress Analysis Int. Panel TC: 124.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,834.08 Compresion LE: 350.00 BC Tension Reaction 3,484.56 0.00 RE: BC Compresion TC Minimum 958.52 Shear. Web - Tension Max 15,475.64 Web 12-0 TC Comp.: Comp. Web 12-0 Max BC 16,179.82 Length Tension PP Dist. W2 3,073.85 6,840.18 0.00 0.00 8,181.38 3,436.11 33.95 0-2 V1S 3,020.09 6,558.61 0.00 0.00 424.33 1,250.50 18.74 1-93/8 W3 3,020.09 6,558.61 8,953.75 4,175.81 1,863.27 4,069.32 19.35 2-8 3/8 W4 4,880.26 11,954.96 8,953.75, 4,175.81 4,213.90 1,232.56 28.40 3-8 3/8 W5 4,880.26 11,954.96 14,063.23 5,189.10 1,075.38 3,211.61 28.40 5-8 3/8 I W6 5,365.10 15,475.64 14,063.23 5,189.10 2,388.31 918.21 28.40 7-8 3/8 I W7 * Symmetrical Standard Verticals Member 5,365.10 Joist Position 15,475.64 Max Tension 16,179.821 5,408.24 Max Comp. Length 734.24 1,793.53 28.40 9-8 3/8 1 1 1 ll V2 _ 1 Interior 300.00 1,132.57 I 15.181 0 , Job Number.Job 5814-0005 STRESS ANALYSIS - PAGE 2 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:12:41 PM NEW MILLENNIUM Locaatio�/n�:' Joist Description: Mark: RI.I11 fliNr. 1 Chord Properties Chord �.vTFM4 Area TKWILAU, Rx w WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J53 TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 72.02 Panel LE 0.4034 , LL 360: 1221.13 Interior Panel 0.0545 First LL 240: 331.70 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 13-101/4 RE GapBetweenChords: 0.118 Max Bridg BC: 11-4 1/8 Length 19.38 23.00 24.00 22.25 19.38 1.1250 BendingLoad 260.00 0.00 0.00 0.00 260.00 Min Weld Len 2X' 0 5000 Axial Load 6,840.18 6,558.61 15,475.64 1 5,610.74 5,915.32 Max Load Fillers TC: fa 10,436.65 10,007.04 23,612.511 8,560.79 9,025.52 116'025.28 ' Maximum K Ur 72.46 86.01 53.741 83.21 72.46 ' Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 Fa 20,383.79 17,432.22 24,209.05! 18,045.18 O 20,383.79 TCi 255..4422 4422 : F'e 152,072.88 107,914.42 99,108.91 115,312.16 152,072.88' 1 Cm 0.9657 0.9536 0.8404 0.9629 BC Stress: 0.9703 0.90 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC URz: Mid Panel Moment 382.83 486.04 0.00 1 432.65 402.88 ,187.8669 Panel Point fb 6815.59 7886.77 0.00' 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00' 1393.56 1297.67 14,234.74 Fillers 0 0 6 0 0 BC Shear Stress: 15,727.11 Panel Point Stress 17,252.24 17,893.81 23,612.51 16,160.57 15,529.69 Mid Panel Stress Web Design 1 Member Web Tension 0.5520 Allow Tension 0.6266 Web Comp 0.9754 Allow Comp 0.5200 Weld Qty 0.4844 Material W2 8,181.38 9,716.30 3,436.11 5,612.52 4.27 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,863.27 7,865.88 4,069.32 4,916.83 2.69 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,213.90 4,826.79 1,232.56 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,075.38 7,865.88 3,211.61' 4,085.56 2.12 x 0.102 1 C16BB = 1.125 x 1.025 x .102 , W6 2,388.31 4,826.79 918.21, 1,911.35 2.09 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 734.24 424.33 4,826.79 4,826.79 1,793.53 1,911.35 1,250.50 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 " Symmetrical 300.00 Joist 4,826.79 1,132.57' 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM RI.IIIrlINr. SVSTPt, TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 TCX Length , 0-4 TCX Type R TCX Type , R TCX Depth 2 1/2 , ! TCX Depth 2 1/2 I BPL Length 0-8 BPL Length 0-8 (Clear Bearing 0-8 1/8 !Clear Bearing 0-8 1/4 BPL Material: A28B = 1.7350 x 0.150 [BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00' 'Total Load 260.00 Reqd TL Def L/80 0.051 i Reqd TL Def L/80 0.05 Live Load 160.00 Live Load 160.00 Reqd LL Def L/120 0.03 � Reqd LL Def L/120 0.03 Section Modulus 0.1288 I Section Modulus 0.1288 Reqd SM 0.0130 Reqd SM 0.0130 , I Mom of Inertia 0.1308 , Mom of Inertia 0.1308 Reqd MI 0.0016 Reqd MI 0.0016 ;Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ! Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:12:41 PM Mark: J53 &, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/20141:13:01 PM NEW MILLENNIUM Location: Joist Description: Mark: F91111 ninon 4VSTFMS Geometry • Base Length: Working Length: 23-4 23-0 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J53A BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 - - - - - ' - - First Half 1-0 1-0 _ _ _ First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 Loads 1 ' Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 Conc Load (lbs) WL (1) 1,100.00 0.00 TC + 4-0 4-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 12-0 12-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 1,100.00 0.00 TC - 4-0 4-0 Conc Load (lbs) Stress Analysis Int. Panel TC. 24.00 1 Member TC Summary Max Panel 48.00 Tension BC. WL (2) TC Reaction 3,834.08 Compresion LE 350.00 1 13,484.56 BC Tension 0.00 Reaction RE BC Compresion TC Minimum 958.52 - Shear. Web Tension Max 15,475.64 Web 12-0 TC Comp : Comp. Web 12-0 Max BC Tension 16,179.82 Length PP Dist. W2 3,073.85 6,840.18 0.00 0.00 8,181.38 3,436.11 33.95 0-2 V1S 3,020.09 6,558.61 0.00 0.00 424.33 1,250.50 18.74 1-9 3/8 W3 3,020.09 6,558.61 8,953.75 4,175.81 1,863.27 4,069.32 19.35 2-8 3/8 W4 4,880.26 11,954.96 8,953.75, 4,175.81 4,213.90 1,232.56 28.40 3-83/8 W5 4,880.26 11,954.96 14,063.23 5,189.10 1,075.38 3,211.61 28.40 5-8 3/8 W6 5,365.10 15,475.64 14,063.23 5,189.10 2,388.31 918.21 28.40 7-8 3/8 W7 ' Symmetrical Standard Verticals Member 5,365.10 Joist Position 15,475.64 Max Tension 16,179.82; 5,408.24 Max Comp. , Length 734.24 1,793.53 28.40 9-8 3/8 V2 Interior 300.00 1,132.57! 15.18 0Job STRESS ANALYSIS - PAGE 2 Number: Job Name: 5814-0005 1INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:13:01 PM 1 N E W M I L L E N N I U M Location: Joist Description: Mark: 1 I RIIu. own Chord Properties 1 Chord S V "iTFI,A Area I TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q iJ53A Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 I A20B = 1.4370 x 0.124 BC 1 Axial and Bending 1! K: 1 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE Mom 172.02 First 1.0563 of Inertia: Panel LE 0.4034 LL 360: 1221.13 Interior Panel 0.0545 - I First LL 240: 331.70 Panel 0.9962 RE End Panel A18B = 1.3750 x Max BridgTC: 13-1014 RE ' Gap Between 0.118 Max BridgBC: 1 11-41/8l Chords: Length 19.38 23.00 24.00 22.25 19.38 1.1250 !1Bending Load g 260.00 0.00 0.00 0.00 260.00 1 MI5 00Wellen 2x I o 5000 i Axial Load 6,840.18 6,558.61 15,475.64 5,610.74 5,915.32 Max Load Fillers TC: 1 L fa 10,436.65 10,007.04 23,612.51 8,560.79 9,025.52 16,025.28 l' Maximum K Ur 72.46 86.01 53.74 83.21 72.46 , Max Load no Fillers TC: 1 Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 II Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 255.4422 C OAL/Ryy: II 1 F'e 152,072.88 107,914.42 99,108.91 115,312.16 152,072.88 Cm 0.9657 0.9536 0.8404 0.9629 0.9703 BC Stress: 0.90 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC L/Rz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 1187.8669 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 1 TC Shear Stress: 1, Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 14,234.74 Fillers 0 0 6 0 0 BC Shear Stress: 15,727.11 i Panel Point Stress 17,252.24 17,893.81 23,612.51 1 16,160.57 15,529.69 1! Mid Panel Stress Web Design ' Member Web Tension 0.5520 Allow Tension 0.6266 Web Comp 0.97541 Allow Comp 0.5200 Weld Qty 0.48441 Material W2 8,181.38 9,716.30 3,436.11 5,612.52 4.27 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,863.27 7,865.88 4,069.32 4,916.83 2.69 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 W4 4,213.90 4,826.79 1,232.561 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,075.38 7,865.88 3,211.61 4,085.56 2.12 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,388.31 4,826.79 918.21 1 1,911.35 2.09 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 734.24 424.33 4,826.79 4,826.79 1,793.53 1,250.50 1,911.35 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 11 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 1 V2 . * Symmetrical I 300.00 Joist 4,826.79 1,132.57 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: Fl1111 L71Nr, riV STFM4 TUKVVILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA2601160 TCX Right TCX Length 0-4 : TCX Length 0-4 TCX Type R TCX Type ' R TCX Depth 2 1/2 , TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-8 Clear Bearing 0-8 1/8 Clear Bearing 0-8 1/4 BPL Material: A28B = 1.7350 x 0.150 j ; BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 ' Total Load 260.00 1 Reqd TL Def L/80 0.05 'Reqd TL Def L/80 0.05 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1288 Section Modulus 0.1288 Reqd SM 0.0130 Reqd SM 0.0130 Mom of Inertia 0.1308 Mom of Inertia 0.1308 Reqd MI 0.0016 Reqd MI 0.0016 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/20141:13:01 PM Mark: J53A G7 NEW MILLENNIUM 61.111. f_IINf: SY TFM'-i Geometry Base Length: 123-4 • Variable BC Panel ;ITC Panel 11 First Half ' !First Diag. Depth Loads Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) j 'Conc Load (lbs) Conc Load (lbs) Gross Uplift (plf) Conc Load (lbs) Conc Load (lbs) Job Number. 5814-0005 Location: TUKWILA, WA Working Length: 23-0 Joist Depth: 16.00 Left End Right End 2-8 3/8 2-7 5/8 1-9 3/8 1-9 3/8 1-0 1-0 3-8 3/8 3-7 5/8 16.00 16.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 1:13:16 PM Mark: J54 Category Load1 Load2 Position Direction Loc/Begin Sp/End 23-4 23-4 0-0 3-8 19-8 23-4 3-8 WL (2) 750.00 0.00 TC 19-8 19-8 DL(1) 100.00 100.00 TC 0-0 LL (1) 160.00 160.00 TC 0-0 CL (1) 500.00 0.00 TC 11-8 WL (1) 750.00 0.00 TC 3-8 WL (1) 750.00 0.00 TC 19-8 WL (2) 42.00 42.00 TC 0-0 WL (2) 750.00 0.00 TC 3-8 Stress Analysis Summary Int. Panel TC: Max Panel BC: 124.00 48.00 Member W2 V1S W3 W4 W5 W6 Reaction LE: 3,581.63 TC Tension TC Compresion Reaction RE: , Minimum Shear. 3,587.06 896.77 BC Tension BC Compresion Web Tension Max TC Comp.: 15,080.90 Web Comp. Max BC Tension 15,862.27 Web Length PP Dist. 2,400.12 6,334.88 0.00 0.00 7,616.53 2,682.98 33.95 2,337.50 6,046.67 0.00 0.00 424.33 1,250.50 18.74 2,337.50 6,046.67 8,234.92 3,217.38 1,435.82 3,770.11 19.35 3,680.27 11, 054.97 8,234.92 3,217.38 4,213.90 576.78 28.40 3,680.27 11, 054.97 13, 464.79 4,010.32 576.78 3,078.19 28.40 4,207.51 15,080.90 13,464.79 4,010.32 2,105.19 576.78 28.40 W7 4,207.51 * Symmetrical Joist Standard Verticals Member Position V2 Interior 15, 080.90 Max Tension 300.00 15,862.27 4,271.86 Max Comp. ! Length 1,085.981 15.181 576.78 1,677.98 0-2 1-9 3/8 2-8 3/8 3-8 3/8 5-8 3/8 7-8 3/8 28.40 9-8 3/8 (Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:16 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI 111 1-111,1r.SYSTFMS Chord Properties Chord Area � TUKWILA, 1 Rx ♦ WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J54 1 TC 0.3277 1 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 1 Axial and Bending , K. 11.00 Top Chord 0.2981 Analysis Fy 50,000.00 Check 0.4274 End Fb 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia 72.02 Panel LE 0.4034 LL 360 , 221.13 Interior Panel 0.0545 1 First LL 240 331.70 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC 13-101/4 RE Gap Between 0.118 Max Bridg BC' 12-91/8 Chords: Length 19.38 23.00 24.001 22.25 19.38 1.1250 ' Bending Load 260.00 0.00 0.001 0.00 Min Weld Len 2X: 260.00 0 5000 'Axial Load 6,334.88 6,046.67 15,080.90; 5,920.74 6,178.46 Max Load Fillers TC: fa 9,665.67 9,225.92 23,010.231 9,033.78 9,427.01 16,025.28 Maximum K L/r 72.46 86.01 53.74 1 83.21 72.46 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42: 30,075.31 33,972.99 11,000.07 Fa 20,383.79 17,432.22 24,209.05', 18,045.18 O 20,383.79 TC 255..4422 4422 : F'e 152,072.88 107,914.42 99,108.911 115,312.16 152,072.88 Cm 0.9682 0.9573 0.8444 0.9608 BC Stress: 0.9690 0.89 Panel Point Moment 877.70 1015.64 0.001 978.69 837.59 BC URz: Mid Panel Moment 382.83 486.04 0.001 432.65 402.88 ' 187.8669 Panel Point fb 6815.59 7886.77 0.001 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 13,251.96 Fillers 0 0 6 0 0 BC Shear Stress: 14,641.30 Panel Point Stress 16,481.26 17,112.69 23,010.23 16,633.56 15,931.18 Mid Panel Stress Web Design Member Web Tension 0.5139 Allow Tension 0.5813 Web Comp 0.9505 Allow Comp 0.5465 Weld Qty 0.5042 Material W2 7,616.53 8,126.46 2,682.98 4,567.45 4.35 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,435.82 7,865.88 3,770.11 4,916.83 2.49 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,213.90 4,826.79 576.78 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 576.78 7,865.88 3,078.19 4,085.56 2.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,105.19 4,826.79 576.78, 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 576.78 424,33 4,826.79 4,826.79 1,677.98 1,911.35 1,250,50, 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 300.00 Joist 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ,NEW MILLENNIUM RI 111 SVSTFMS TCX Design TCX Left Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 , TCX Length 10-4 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 1 BPL Length 0-8 Clear Bearing 0-8 1/8 Clear Bearing 0-8 1/4 BPL Material: A28B = 1.7350 Total Load x 0.150 260.00 BPL Material: A28B = 1.7350 x 0.150 I 1 Total Load 260.001 Reqd TL Def U80 0.05 Reqd TL Def L/80 0.05' Live Load 160.00 Live Load 160.001 Reqd LL Def L/120 0.03 Reqd LL Def U120 0.03 Section Modulus 0.12881 Section Modulus 0.1288 Reqd SM 0.0130 , Reqd SM 0.01301 Mom of Inertia 0.1308' Mom of Inertia 0.13081 Reqd MI 0.0016 Reqd MI 0.0016; (Seat Type: Lapped ii Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX ' Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM (Seat Type: Lapped II Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:13:16 PM Mark: J54 ' 0 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/20141:13:29 PM NEW MILLENNIUM 1 Location: Joist Description: Mark: FlI111 rIWf: SYSTFM9 Geometry Base Length: Working Length. II 23-4 23-0 Variable Left End TUKWILA, Right Joist Depth. 16.00 End WA Effective Depth. 15.18 BC 5 @ Short Span Crimp Panel Length. 4-0 16KA260/160 Shape. Parallel Chords J54A 1 BC Panel 2-8 3/8 2-7 5/8 ;TC Panel 1-9 3/8 1-9 3/8 - - - - - ' - - First Half 1-0 1-0 - - 1 - v First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 I Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 ;Conc Load (lbs) WL (1) 750.00 0.00 TC + 19-8 19-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) Stress Analysis Int. Panel TC: 24.00 Member TC Summary Max Panel 48.00 Tension BC. WL (2) TC Reaction 3,581.63 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 3,587.06 BC Compresion TC- Minimum 896.77 Shear. Web Tension Max 15,080.90 Web 19-8 TC Comp.: Comp. Web 19-8 Max BC Tension 15,862.27 Length PP Dist. W2 2,400.12 6,334.88 0.00 0.00 7,616.53 2,682.98 33.95 0-2 V1S 2,337.50 6,046.67 0.00 0.00 424.33 1,250.50 18.74 1-93/8 W3 2,337.50 6,046.67 8,234.92, 3,217.38 1,435.82 3,770.11 19.35 2-8 3/8 W4 3,680.27 11,054.97 8,234.92' 3,217.38 4,213.90 576.78 28.40 3-8 3/8 W5 3,680.27 11,054.97 13,464.79 4,010.32 576.78 3,078.19 28.40 5-8 3/8 W6 4,207.51 15,080.90 13,464.79 4,010.32 2,105.19 576.78 28.40 7-8 3/8 W7 ' Symmetrical Standard Verticals Member 4,207.51 Joist Position 15,080.90 Max Tension 15,862.27' 4,271.86 Max Comp. Length 576.78 1,677.98 28.40 9-8 3/8 V2 Interior 300.00 1,085.98 15.18 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:29 PM NEW MILLENNIUM 1Location: Joist Description: Mark: rauu. ',init.. Chord Properties ' Chord S • -r tsnS Area 1 TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J54A TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and d Bending K. 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 72.02 Panel LE 0.4034 LL 360. 221.13 Interior Panel 0.0545 T First LL 240: 331.70 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 13-101/4 RE i i Gap Between 0.118 Max Bridg BC: 12-91/8 Chords: Length 19.38 23.00 24.00; 22.25 19.381 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Mn Wel: 0�5000d Len 2x Axial Load 6,334.88 6,046.67 15,080.901 5,920.74 6,178.46 Max Load Finers TC: fa 9,665.67 9,225.92 23,010.23 9,033.78 9,427.01 16,025.28 Maximum K Ur 72.46 86.01 53.74 83.21 72.46 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 TC OAL/ Ryy: 2555.4425.442 2 F'e 152,072.88 107,914.42 99,108.91 115,312.16 152,072.88 Cm 0.9682 0.9573 0.8444 0.9608 0.9690 0. Stress: 0.89 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 Bc URz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 13,251.96 Fillers 0 0 6 0 0 BC Shear Stress: 14,641.30 Panel Point Stress 16,481.26 17,112.69 23,010.23 16,633.56 15,931.18 - Mid Panel Stress !Mb Design Member Web Tension 0.5139 Allow Tension 0.5813 Web Comp , 0.9505j Allow Comp 0.5465 Weld Qty 0.5042 Material W2 7,616.53 8,126.46 2,682.981 4,567.45 4.35 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,435.82 7,865.88 3,770.11 4,916.83 2.49 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,213.90 4,826.79 576.78 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 576.78 7,865.88 3,078.19 4,085.56 2.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,105.19 4,826.79 576.78 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 W7 V1 576.78 424.33 4,826.79 4,826.79 1,677.98' 1,250.50 1,911.35 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 _ C10AB = 1.125 x 0.756 x .077 _V2 * Symmetrical 300.0.0 Joist 4,8.26.79 1,085.981 3,3.03.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA HI III. OI N(: SV STRM"i TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 , , TCX Length 0-4 TCX Type R TCX Type R TCX Depth 2 1/2 ! TCX Depth 2 1/2 BPL Length 0-8 � BPL Length 0-8 Clear Bearing 0-8 1/8 ' Clear Bearing 0-8 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00; 1Total Load 260.00'' Reqd TL Def L/80 0.05, Reqd TL Def L/80 0.05 Live Load 160.001 Live Load 160.001 Reqd LL Def L/120 0.03 j Reqd LL Def L/120 0.031 ' Section Modulus 0.1288 , Section Modulus 0.1288 Reqd SM 0.0130 Reqd SM 0.0130', Mom of Inertia 0.1308 Mom of Inertia 0.1308, Reqd MI 0.0016 Reqd MI 0.0016 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL i Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL 'Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM 1 Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:13:29 PM Mark: J54A 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:43 PM NEW MILLENNIUM Location: Joist Description: Mark: Fl1111 WING S'/TFMS i I Geometry . I Base Length: ! 23-4 3/4 Variable Working Length: 23-0 3/4 Left End TUKWILA, Right Joist Depth: 16.00 End WA 1EffectiveDepth: 15.16 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J57 BC Panel 2-8 3/8 2-8 3/8 ITC Panel 1-9 3/8 1-9 3/8 111IIIIIIIIII,IIIIIIIFIIIIIII111L11111111111_IIILIIIIIIIJIIflllllll'�IIIIIIIIIIIIII1,11111l :. I I I First Half 1-0 1-0 - _ -1 First Diag. 3-8 3/8 3-8 3/8 ' Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 3/4 Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-4 3/4 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 23-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 11-8 3/8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 23-4 3/4 IConc @ any pp (lbs) SM (2) 1,000.00 0.00 TC- 11-8 3/8 0-0 IConc Load (lbs) Stress Analysis ' Int. Panel TC: 24.00 Member TC Summary Max Panel 48.00 Tension BC: WL (2) _ TC Reaction 3,899.27 Compresion LE: 750.00 BC Tension Reaction 3,911.66 0.00 RE: BC Compresion TC- Minimum 977.92 Shear. Web Tension Max 16,560.03 Web 3-8 TC Comp.: Comp. Web 3-8 Max BC Tension 17,916.97 Length PP Dist. I W2 2,177.46 6,442.87 0.00 0.00 8,341.09 2,433.51 33.95 0-2 I V 1 S 2,114.77 6,138.94 0.00 0.00 1,630.17 2,126.29 18.73 1-9 3/8 W3 2,114.77 6,138.94 8,352.72 2,906.61 1,275.70 3,985.17 19.33 2-8 3/8 W4 3,191.90 11,642.09 8,352.72 2,906.61 5,000.50 1,569.62 28.39 3-8 3/8 W5 3,191.90 11,642.09 14,468.40 3,344.18 1,264.29 3,749.90 28.39 5-8 3/8 W6 3,785.69 16,560.03 14,468.40 3,344.18 2,880.96 1,264.29 28.39 7-8 3/8 W7 * Symmetrical Standard Verticals Member 3,785.69 Joist Position 16,560.03 Max Tension 17,916.97 Max Comp. 1 4,575.48 Length 1,194.79 1,831.35 28.39 9-8 3/8 V2 Interior 1,276.00 1,773.221 15.16 G0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/20141:13:43 PM N E W MILLENNIUM Location: Joist Description: Mark: 111111 nievr. Chord Properties i Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J57 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K.• 1.00 Top Chord 0.2981 Analysis Fy 50,000.00 Check 0.4274 End Fb• 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia. 74.72 Panel LE 0.4034 LL 360 227.58 Interior Panel 0.0545 First LL 240• 341.37 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC' 14-2 RE Gap Between 0.118 Max Bridg BC' 12-4 Chords: Length 19.38 23.00 24.00 23.00 19.38 1.1250 272.00 0.00 0.00 0.00 272.00 0.5 00WelLen 2x: 0.5000 ,BendingMLoad ' ,Axial Load 6,442.87 6,138.94 16,560.03 5,997.81 6,346.33 Max Load Fillers TC: Ufa 9,038.82 8,612.44 23,232.36 8,414.43 8,903.38 17,689.38 Maximum K L/r 69.27 82.23 51.48 82.23 69.27 Max Load no Fillers TC: ' Fcr 35,038.84 30,384.37 40,951.73 30,384.37 35,038.84 12,564.67 �TC Fa 21,023.30 18,230.62 24,571.04, 18,230.62 OAyy: 21,023.301 250.5110 ! F'e 165,713.86 117,594.39 107,999.01 117,594.39 165,713.861: Cm 0.9727 0.9634 0.85591 0.9642 1 BC Stress: 0.9731 i 1.00 , Panel Point Moment 922.64 1061.35 0.00 1036.00 1018.681 BC URz: Mid Panel Moment 407.29 506.84 0.00 471.49 605.87! 187.8669 Panel Point fb 6315.62 7265.11 r 0.00 7091.606973.02 TC Shear Stress: I Mid Panel fb 1153.54 1435.50 0.00 1335.39 1715.97 13,268.68 Fillers 0 0 4 0 0; BBC Shear Stress: 16,022.01 , Panel Point Stress 15,354.44 15,877.54 23,232.36 15,506.03 15,876.40 Mid Panel Stress Web Design Member Web Tension 0.4668 Allow Tension 0.5194 Web Comp , 0.9455 Allow Comp 0.5052 Weld Qty 0.4783 Material W2 8,341.09 9,716.30 2,433.51' 5,628.26 4.35 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,275.70 7,865.88 3,985.17 4,925.57 2.63 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 5,000.50 5,787.30 1,569.62 2,491.10 3.74 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 1,264.29 7,865.88 3,749.90 4,094.98 2.48 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,880.96 4,826.79 1,264.29 1,924.18 2.52 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,194.79 1,630.17 4,826.79 4,826.79 1,831.35, 1,924.18 2,126.29 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 � * Symmetrical 1,276.00 Joist 4,826.79 1,773.22 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 i Job Number. 15814-0005 NEW MILLENNIUM Location: 81.111f71Nf: ri`/STF 1 TUKINILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 16KA260N60 TCX Left � TCX Right 1 TCX Length 0-4 ;TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 '1BPL Length 0-4 Clear Bearing 0-8 1/8 1Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.001 Total Load 260.00, Reqd TL Def L/80 0.05 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def U120 0.00 Section Modulus 0.1461 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 1 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000 ,Reqd MI 0.0016 Reqd MI ! 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM -j eat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+I P) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:13:43 PM Mark: J57 Job Number: 5814-0005 • NEW MILLENNIUM Location: TUKWILA, WA P1111111Nr, �.V STFMS Geometry Base Length: 23-4 314 Variable BC Panel TC Panel I First Half First Diag. Depth Loads Load Type Working Length: 23-0 3/4 Left End 2-8 3/8 1-9 3/8 1-0 3-8 3/8 16.00 Joist Depth: 16.00 Right End 2-8 3/8 1-9 3/8 1-0 3-8 3/8 16.00 Category Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Conc @ any pp (lbs) Conc Load (lbs) Gross Uplift (plf) Conc Load (lbs) DL (1) STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Effective Depth: 14.98 Date Run. 8/4/2014 1:14:39 PM Joist Description: Short Span Crimp 16KA2601160 BC Panel Length: 5a@4-0 Load1 Load2 Position 100.00 100.00 TC Shape: Parallel Chords Direction Loc/Begin + 0-0 LL (1) 160.00 160.00 TC + 0-0 CL (1) 500.00 0.00 TC + 11-8 3/8 CL (1) 2,200.00 0.00 TC j + 11-8 3/8 WL (1) 750.00 0.00 TC + 3-8 WL (2) 42.00 42.00 TC 0-0 WL (2) Stress Analysis Summary Int. Panel TC. Max Panel BC. 24.00 48.00 Member W2 V1S W3 W4 W5 W6 TC Tension Reaction LE. 5,656.51 TC Compresion 750.00 0.00 TC 1r Reaction RE. 1 5,668.78 BC Tension BC Minimum Shear. 1,417.19 Compresion Web Tension 3-8 Max TC Comp.. 23,740.15 Web Comp. Mark: J57A Sp/End 23-4 3/4 23-4 3/4 0-0 0-0 3-8 23-4 3/4 3-8 Max BC Tension 26,319.80 Web Length PP Dist. 2,203.45 8,489.47 0.00 0.00 12,385.25 2,456.80 33.87 2,140.01 8,197.48 0.00 0.00 3,155.77 3,986.56 18.58 2,140.01 8,197.48 11, 232.80 2,941.30 1,281.59 5,984.37 19.19 3,230.00 16,081.33 11, 232.80 2,941.30 7,705.56 770.26 28.29 3,230.00 16,081.33 20,327.331 3,384.10 933.51 5,891.98 28.29 3,403.62 23, 740.15 20, 327.33 3,384.10 4,909.84 1,311.25 28.29 0-2 1-9 3/8 2-8 3/8 3-8 3/8 5-8 3/8 7-8 3/8 W7 3,403.62 Symmetrical Joist Standard Verticals Member Position V2 Interior 23, 740.15 Max Tension 2,500.00 26, 319.80 3,288.54 Max Comp. Length 3,287.16, 14.98 2,575.87 3,126.52 28.29 9-8 3/8 G7 Job Number. 5814-0005 NEW MILLENNIUM 'Location: 1TUKWILA, WA R1111. f11Nf: SV STFM�'i Chord Properties Chord Area TC Rx Rz STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Ryy Y Ix Q 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 ,1 BC 0.4771 Axial and Bending Analysis Fy: 1.00 50,000.00 Top Chord Check 0.5392 0.3214 Fb: 30,000.00 End Panel LE 1.2009 Mom of Inertia: 107.32 First Panel LE 0.5106 LL 360: 326.87 Interior Panel 0.1387 LL 240: 490.30 1.0000 First Panel RE Date Run: 8/4/20141:14:39 PM Mark: J57A Material A28B = 1.7350 x 0.150 A28B = 1.7350 x 0.150 Max Bridg TC: 15-4 3/4 End Panel RE 'I Length 19.38 23.00 24.00 23.00 19.38 Bending Load Axial Load fa Maximum K Lir Fcr 260.00 0.00 0.00 0.00 260.00 8,489.47 8,197.48 23, 740.15 8,054.65 8,391.77 8,896.95 8,590.94 24, 879.64 8,441.26 8,794.57 60.28 71.56 44.51 71.56 60.28 38,332.98 34, 383.66 43,257.25 34, 383.66 38, 332.98 Fa 22, 999.79 20,630.20 25,954.35 20,630.20 F'e . Cm Panel Point Moment Mid Panel Moment 221, 673.67 157,304.75 144,469.14 157, 304.75 0.9799 0.9727 0.8846 0.9732 877.70 1015.64 0.00 990.30 382.83 486.04 0.00 450.69 22,999.791 221, 673.67 0.9802 973.74 579.141 Panel Point fb 3874.03 4482.89 0.001 4371.01 4297.92 Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design Member W2 W3 W4 704.66 894.63 0.00 829.57 1065.99 0 0 4' 0 12, 770.97 13, 073.83 24,879.64 12,812.27 Web Tension 0.4088 Allow Tension 0.4448 Web Comp 12,385.25 13, 007.79 2,456.80 1,281.59 9,029.40 5,984.37 7,705.56 7,865.88 770.26 W5 933.51 10, 795.89 5,891.98 W6 4,909.84 5,787.30 1,311.25. W7 V1 V2 2,500.00 Symmetrical Joist 2,575.87 3,155.77 7,865.88 7,865.88 3,126.52 3,986.56 4,826.79 3,287.16 0.9586i 0.4354 Allow Comp Weld Qty 1 1 1 1 1 1 1 3,363.87 2.87 x 0.077 1 7,509.79 6,019.72 4,184.06 6,282.04 2,634.29 4,184.06 5,073.30 5.56 x 0.150 3.42 x 0.118 5.09 x 0.102 3.08 x 0.129 3.67 x 0.090 2.06 x 0.102 2.63 x 0.102 13, 092.49 0.4155i Max Bridg BC: 20-7 1 /2 1Gap Between Chords: 1.1250 Min Weld Len 2X 0 5000 Max Load Fillers TC: 25,013.30 j Max Load no Fillers TC: 19,231.63 TC OAL/Ryy: 230.4444 BC Stress: 0.92 IBCL/Rz: 1149.3466 TC Shear Stress: 14,864.21 BC Shear Stress: 14,864.21 Material C28BB = 1.125 x 1.344 x .150 C18BB = 1.125x 1.035x.118 C16BB = 1.125 x 1.025 x .102 C22BB = 1.125 x 1.110 x .129 C12BB = 1.125 x 0.799 x .090 C16BB = 1.125 x 1.025 x .102 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: ' TUKWILA, WA RU11 f11Nf: SVSTFIVI TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 TCX Length 0-0 'TCX Type R i TCX Type R TCX Depth 2 1/2 1 TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-4 Clear Bearing 0-8 1/4 Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 ' Total Load 260.00 Reqd TL Def L/80 0.05 : Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.2266 Section Modulus 0.0000; Reqd SM 0.0130 Reqd SM 0.0000_, Mom of Inertia 0.2774 1 Mom of Inertia 0.0000; Reqd MI 0.0016 Reqd MI 0.0000 eat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:14:39 PM Mark: J57A G Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:08 PM NEW MILLENNIUM Location: Joist Description: Mark: 14I-111. ninin SYSTpM4 !Geometry Base Length: 23-4 3/4 I Variable Working Length: 23-0 3/4 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.16 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J57B I I BC Panel 2-8 3/8 2-8 3/8 1 TC Panel 1 9 3/8 1-10 3/8 I I I I I I l l l l l l 111 1 1 1 1 1/8 1 1 1 11.11 11_1 11111111111111 � LI I I I I UJ 11 II 1 1 1 1 1 1 I'1 j I I I I I I I I I I I I 1 I 11111 First Half 1-0 1-0 First Diag. 3-8 3/8 3-8 3/8 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 3/4 Uniform (plf) DL (1) 100.00 100.00 TC 1 + 0-0 23-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC I + 11-8 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 11-8 3/8 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 23-4 3/4 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 3/4 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 11-8 3/8 0-0 , Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,899.27 Compresion LE: 750.00 BC Tension Reaction 3,911.66 0.00 RE: BC Compresion TC Minimum 977.92 Shear: Web - Tension Max 16,560.03 Web 3-8 TC Comp.: Comp. Web 3-8 Max BC 17,916.97 Length Tension PP Dist. W2 2,177.46 6,442.87 0.00 0.00 8,319.44 2,433.51 33.95 0-2 V 1 S 2,114.77 6,138.94 0.00 0.00 1,630.17 2,126.29 18.73 1-9 3/8 W3 2,114.77 6,138.94 8,352.72 2,906.61 1,275.70 3,972.84 19.33 2-8 3/8 W4 3,191.90 11,642.10 8,352.72 2,906.61 5,000.50 1,569.62 28.39 3-8 3/8 W5 3,191.90 11,642.10 14,468.40 3,344.18 1,264.29 3,749.90 28.39 5-8 3/8 W6 3,785.69 16,560.03 14,468.40 3,344.18 2,880.96 1,264.29 28.39 7-8 3/8 W7 * Symmetrical Standard Verticals Member 3,785.69 Joist Position 16,560.03 Max Tension 17,916.97 Max Comp. 4,575.48 Length I 1,194.79 1,8.31.35 28.39 9-8 3/8 V2 Interior 1,276.00 1,773.22 15.16) 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:14:08 PM NEW M{ 1 L L E N N 1 U M Location: Joist Description: Mark: NL111 OINf: Chord Properties ' Chord SVgTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J57B TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K: ' ',1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 ; LL 360: . 227.58 Interior Panel 0.0545 [ First LL 240: 341.37 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 14-2 RE !Gap Between 0.118 Max Bridg BC: 12-4 Chords: Length 19.38 23.00 24.00 j 22.00 1.1250 20.38 i ' Bending Load 272.00 0.00 0.00 j 0.00 272.00 , 015000d Len 2X: Axial Load 6,442.87 6,138.94 16,560.031 6,006.78 6,323.62 Max Load Finers TC: ' fa 9,038.82 8,612.44 23,232.361 8,427.02 8,871.51 17,689.38 Maximum K Ur 69.27 82.23 51.48 78.66 72.85' Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 31,679.89 33,770.05 12,564.67 Fa 21,023.30 18,230.62 24,571.041 19,007.94 1 TC 20,262.03, 250.5110 F'e 165,713.86 117,594.39 107,999.01 128,527.75 149,846.66 Cm 0.9727 0.9634 0.8559 , 0.9672 BC Stress: 0.9704 1.00 Panel Point Moment 922.64 1061.35 0.00 I 1025.89 1025.90 Bc URz: Mid Panel Moment 407.29 506.840.00 373.72 703.57 187.8669 Panel Point fb 6315.62 7265.11 0.00 7022.41 7022.42 TC Shear Stress: ' Mid Panel fb 1153.54 1435.50 0.00 1058.46 1992.70 13,234.24 Fillers 0 0 4 0 0 BC Shear Stress: 15,980.43 Panel Point Stress 15,354.44 15,877.54 23,232.36, 15,449.43 15,893.93 Mid Panel Stress Web Design Member Web Tension 0.4668 Allow Tension 0.5194 Web Comp 0.9455 Allow Comp 0.4777 Weld Qty 0.5019 Material W2 8,319.44 9,716.30 2,433.51 5,628.26 4.34 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,275.70 7,865.88 3,972.84 4,925.57 2.62 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 W4 5,000.50 5,787.30 1,569.62 2,491.10 3.74 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 1,264.29 7,865.88 3,749.90' 4,094.98 2.48 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,880.96 4,826.79 1,264.29 1,924.18 2.52 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,194.79 1,630.17 4,826.79 4,826.79 1,831.354 1,924.18 2,126.29 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 1,276.00 Joist 4,826.79 1,773.22 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 01111. f71Nr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 , ' TCX Length '0-0 TCX Type R : !TCX Type , R I TCX Depth 2 1/2 ; . TCX Depth 2 1/2 BPL Length 0-8 I BPL Length T 0-4 Clear Bearing 0-8 1/8 I Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 j!BPL Material: A28B = 1.7350 x 0.150 I Total Loa_ d 260.00 Total Load 260.00 Reqd TL Def L/80 0.05 Reqd TL Def L/80 0.001 Live Load 160.00 i Live Load 160.00 Reqd LL Def 0120 0.03 Reqd LL Def U120 0.00 Section Modulus 0.1461 'Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 0.0000 Mom of Inertia 0.1550 ; Mom of Inertia 0.0000 1 Reqd MI 0.0016 Reqd MI 0.0000' .omal Tvnw• 1 annxl Set Tme• 1 annxf Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:14:08 PM Mark: J57B 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM NEW MILLENNIUM Location: Joist Description: Mark: FlI111 r INfi SVS'FNIS Geometry Base Length: Working Length: 23-4 3/4 23-0 3/4 1 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 14.98 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J57C BC Panel 2-8 3/8 2-8 3/8 TC Panel 11-9 3/8 1-10 3/8 - - - - First Half 11-0 1-0 First Diag. 13-8 3/8 3-8 3/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-4 3/4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 3/8 0-0 Conc @ any pp (lbs) CL (1) 2,200.00 0.00 TC + 11-8 3/8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 3/4 : Conc Load Stress Analysis Int. Pane! TC: 24.00 1 Member (lbs) TC Summary Max Pane! 48.00 Tension BC: WL (2) TC Reaction 5,656.51 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 5,668.78 BC Compresion TC- 1 Minimum 1,417.19 Shear. Web Tension Max 23,740.15 Web 3-8 TC Comp.: Comp. Web 3-8 Max BC Tension 26,319.80 Length PP Dist. W2 2,203.45 8,489.47 0.00' 0.00 12,385.25 2,456.80 33.87 0-2 V 1 S 2,140.01 8,197.48 0.00 , 0.00 3,155.77 3,986.56 18.58 1-9 3/8 W3 2,140.01 8,197.48 11,232.80' 2,941.30 1,281.59 5,984.37 19.19 2-8 3/8 W4 3,230.00 16,081.33 11,232.80 2,941.30 7,705.56 770.26 28.29 3-8 3/8 W5 3,230.00 16,081.33 20,327.33 3,384.10 933.51 5,891.98 28.29 5-8 3/8 W6 3,403.62 23,740.15 20,327.33 3,384.10 4,909.84 1,311.25 28.29 7-8 3/8 W7 * Symmetrical Standard Verticals Member 3,403.62 Joist Position 23,740.15 Max Tension 26,319.80 3,288.54 Max Comp. Length 2,575.87 3,126.52 28.29 9-8 3/8 V2 Interior 2,500.00 3,287.16 14.98 i i 0 STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 'Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM 11 i NEW MILLENNIUM Location: Joist Description: Mark: RL111.OIN❑ Chord Properties Chord <.YTFe..n Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J57C i' TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 i I BC Axial and Bending I K: 1.00 Top Chord 0.4771 Analysis Fy: 50,000.00 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 _ LE First 1.2009 Mom of Inertia: 107.32 Panel LE 0.5106 LL 360: 1326.87 Interior Panel 0.1387 First LL 240: 490.30 Panel 1.0000 RE End Panel A28B = Max Bridg TC: 15-4 3/4 RE 1.7350 x Gap Between 0.150 II Max Bridg BC: 20-71/2 Chords: Length 19.38 23.00 24.00 22.00 20.38 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Min weld Len 2X 0.5000 Axial Load 8,489.47 8,197.48 23,740.15 8,063.33 8,369.80 Max Load Fibers TC: fa 8,896.95 8,590.94 24,879.64 8,450.36 8,771.54 25,013.30 Maximum K L/r 60.28 71.56 44.51 68.45 63.39 Max Load no Fillers TC: Fcr 38,332.98 34,383.66 43,257.25 35,496.49 37,269.47 19,231.63 Fa 22,999.79 20,630.20 25,954.35 21,297.89 22,361.68 230..4444 4444 TC : F'e 221,673.67 157,304.75 144,469.14 171,930.20 200,448.27 Cm 0.9799 0.9727 0.8846 0.9754 0.9781 BC Stress: 0.92 Panel Point Moment 877.70 1015.64 0.00 980.63 980.64 eCL/Rz: Mid Panel Moment 382.83 486.04 0.00 357.23 672.53 149.3466 Panel Point fb 3874.03 4482.89 0.00 4328.37 4328.37 TC Shear Stress: Mid Panel fb 704.66 894.63 0.00 657.54 1237.91 14,864.21 Fillers 0 0 4 0 0 BC Shear Stress: 14,864.21 Panel Point Stress 12,770.97 13,073.83 24,879.64 12,778.72 13,099.91 Mid Panel Stress Web Design Member Web Tension 0.4088 Allow Tension 0.4448 Web Comp 0.9586 Allow Comp 0.4175 Weld Qty 0.4310 ! Material 1 W2 12,385.25 13,007.79 2,456.80 7,509.79 5.56 x 0.150 1 C28BB = 1.125 x 1.344 x .150 I W3 1,281.59 9,029.40 5,984.37 6,019.72 3.42 x 0.118 1 C18BB = 1.125 x 1.035 x .118 I W4 7,705.56 7,865.88 770.26 4,184.06 5.09 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 933.51 10,795.89 5,891.98 6,282.04 3.08 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 4,909.84 5,787.30 1,311.25 2,634.29 3.67 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 V1 2,575.87 3,155.77 7,865.88 7,865.88 3,126.52 3,986.56 4,184.06 5,073.30 2.06 x 0.102 2.63 x 0.102 1 1 C16BB = 1.125 x 1.025 x .102 C16BB = 1.125 x 1.025 x .102 V2 " Symmetrical 2,500.00 Joist 4,826.79 3,287.16 3,363.87 2.87 x 0.07.7 1 C10A B = 1.125 x 0.756 x .0.77 1 Job Number.. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM NEW MILLENNIUM Location: TUKWILA, WA R1111 f]INfi SYSTF A TCX Design TCX Left Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 i TCX Length ;0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 BPL Length ;0-4 Clear Bearing 0-8 1/4 Clear Bearing 10-4 1/4 BPL Material: A28B = 1.7350 x 0.150 Total Load Reqd TL Def L/80 Live Load Reqd LL Def L/120 Section Modulus Reqd SM Mom of Inertia Reqd MI 260.00 0.05 160.00 0.03 0.2266 0.0130 0.2774 0.0016 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM BPL Material: A28B = 1.7350 x 0.150 Total Load Reqd TL Def L/80 Live Load Reqd LL Def L/120 Section Modulus Reqd SM Mom of Inertia Reqd MI Seat Type: Lapped 260.00 0.00' 160.00 0.00 0.0000' 0.0000, 0.0000 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: J57C 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:36:49 AM 'NEW MILLENNIUM Location: Joist Description: Fil 111 niNr. SV STEMS Geometry j Base Length: Working Length: 20-101/4 20-61/4 Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.18 BC 10 Short Span Round Panel Length: @ 1-8 14K280/170 IMark J58 Shape: Parallel Chords SBC Panel 2-0 1/8 2-2 1/8 ITC Panel 1-2 1/8 1 4 1/8 I I I l I I I I I I I I I I I I I I I I I I I I 11 I I LI I I I I I LI I III I I LI I I!I I I LI I I[I 1111 I I;I I Ill I lil I I I I I GI I I I I I I I I I I I First Half 10-10 0-10 . First Diag. 2-10 1/8 3-0 1/8 ' Depth 114.00 1 Loads Load Type Category 14.00 Load1 Load2 Position ; Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-10 1/4 I ( Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-10 1/4 I Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 j iAxial (lbs) SM (1) 4,000.00 0.00 TC ! + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 Gross Uplift Stress Analysis ' Int. Panel TC: !20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) Reaction [3,360.72 TC Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,366.82 BC Compresion TC Minimum 841.70 - Shear. Web Tension Max 16,985.88 Web 0-0 TC Comp.: Comp. Web 20-10 1/4 Max BC 115,510.03 Length Tension PP Dist. W2 2,673.74 7,553.08 0.00 0.00 6,289.68 800.49 25.75 0-2 VIS 2,755.99 7,607.09 0.00 0.00 442.78 1,193.96 16.55 1-2 1/8 W3 2,755.99 7,607.09 7,053.93 961.01 443.71 3,493.82 16.55 2-01/8 W4 1,824.02 10,770.87 7,053.93 961.01 2,908.07 355.85 16.55 2-10 1/8 W5 1,824.02 10,770.87 10,230.031 1,380.53 355.85 2,854.49 16.55 3-8 1/8 W6 1,537.18 13,320.31 10,230.031 1,380.53 2,268.73 267.98 16.55 4-61/8 1 I W7 1,537.18 13,320.3112,698.08! 1,693.84 267.98 2,222.81 16.55 5-4 1/8 II W8 1,797.39 15,240.73 12,698.081 1,693.84 1,637.06 180.12 16.55 6-2 1/8 H W9 1,797.39 15,240.73 14,458.081 1,900.94 180.12 1,583.48 16.55 7-0 1/8 � 1 W10 1,951.39 16,532.13 14,458.08 1,900.94 1,056.50 135.23 16.55 7-10 1/8 11 W11 1,951.39 16,532.13 15,510.031 2,001.84 135.23 1,056.50 16.55 8-8 1/8 W12 " Symmetrical 1,999.18 Joist 16,985.88 15,510.03] 2,001.84 1,056.50 1,056.50 16.55_9-6 1/8 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:36:49 AM NEW N{ 1 L L E N N 1 U N% !Location: Joist Description: Mark: RI III initial Chord Properties Chord SVSTFM Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J58 TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending ' K• 1 i 1.00 Top Chord 0.2597 Analysis Fy 50,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia' 50.46 Panel LE 0.3969 ILL 360• 1218.17 Interior Panel 0.0480 First LL 240• 327.25 Panel 0.9471 RE I 110-2 End Panel A16B = 1.3750 x Max Bridg TC' 3/4 RE Gap Between 0.102 Max Bridg BC' 12-91/2 Chords: 'Length 12.13 20.00 20.00 20.00 14.13 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.001 015000n WeldLen 2X.. Axial Load 7,553.08 7,332.73 16,985.88 , 7,607.09 7,860.72 'Max Load Fillers TC: fa 4,692.52 11,188.17 25,916.81 11,606.80 4,883.65 17,088.70 Maximum K L/r 45.34 74.79 44.781 74.79 52.82 Max Load no Fillers TC: Fcr 42,867.71 33,132.21 43,025.89' 33,132.21 40,636.16 13,159.20 I Fa 25,720.63 19,879.33 25,815.53 19,879.33 24,381.701' TC 305..3847 3847 : F'e 1,649,287.50 142,716.83 142,716.83 142,716.83 1,215,298.50 Cm 0.9986 0.9608 0.8783 0.9593 BC Stress: 0.9980 1.00 Panel Point Moment 755.80 783.69 0.00 781.61 763.56 BC URz: Mid Panel Moment 391.61 396.92 0.00 394.08 313.01 77.7001 Panel Point fb 636.92 6085.61 0.001, 6069.40 643.46 ITC Shear Stress: Mid Panel fb 330.01 1278.45 0.00 , 1269.32 263.77 12,307.35 Fillers 0 0 6 0 0 BC Shear Stress: 15,515.19 Panel Point Stress 5,329.44 17,273.78 25,916.81 17,676.19 5,527.11 'Mid Panel Stress Web Design Member Web Tension 0.1023 Allow Tension 0.6049 Web Comp I 1.0039 Allow Comp 0.6258 Weld Qty 0.20821 Material W2 6,289.68 6,776.60 800.49: 2,443.64 2.39 x 0.177 1 R056 = round 9/16 V1S 442.78 7,529.55 1,193.96 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W3 443.71 7,529.55 3,493.82, 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W4 2,908,07 7,529.55 355.85 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W5 355.85 7,529.55 2,854.491 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,268.73 267.98 5,947.89 5,947.89 267.981 2,363.63 2,222.811 2,363.63 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,637.06 5,947.89 180.12 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W9 180.12 5,947.89 1,583.48 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W10 1,056.50 5,947.89 135.23 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W11 135.23 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical 1,056.50 Joist 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 NEW MILLENNIUM F11111. f'IINr SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Left TCX Right Mom of Inertia 1.3636 TCX Length 0-0 TCX Length I 0-0 TCX Type R, Rnfd. TCX Type ' R, Rnfd. 1 TCX Depth 2 1/2 1 TCX Depth 2 1/2 BPL Length 1-7 BPL Length 1-9 I Clear Bearing 0-5 j Clear Bearing 0-5 1/4 BPL Material: A28B = 1.7350 x 0.150 Total Load I Reqd TL Def U80 Live Load Reqd LL Def 0120 Section Modulus Reqd SM BPL Material: A28B = 1.7350 x 0.150 280.00 [Total Load 0.00 Reqd TL Def U80 Live Load Reqd LL Def U120 1.0094 ;Section Modulus 0.0000 j Reqd SM 170.00 0.00 280.00 0.00 170.00 0.00 1.0094 0.0000 Mom of Inertia 1.3636 Mom of Inertia 1.3636 Reqd MI 0.0000' Reqd MI 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:36:49 AM Mark: J58 , Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/2014 9:01:05 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: F11.111 1111,111 SVSTFMS ' Geometry ' Base Length. Working Length. 20-10114 ! 20-61/4 Variable , Left End TUKWILA, Right Joist Depth. 14.00 End WA Effective Depth. 13.18 BC 10 Short Span Round Panel Length. @ 1-8 14K2801170 Shape: Parallel Chords J58A BC Panel 2-1 1/8 2-1 1/8 I TC Panel ,1-3 1/8 1-3 1/8 I I I f l I I I I I I I I I I I I I I I IJ I I I, I I IJ I I I I I IJ I I I I I IJ I I 1 I I I_I I I I I I LI I I I I I LI I I 1 I I I I I I I I I I I I II I I I I First Half 10-10 0-10 First Diag. '2-11 1/8 2-11 1/8 Depth 14.00 Loads I Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-10 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-10 1/4 i Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 , Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,360.72 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,366.82 BC Compresion TC Minimum 841.70 - Shear: Web Tension Max 16,986.66 Web 0-0 TC Comp.: Comp. Web 20-10 1/4 Max BC Tension 15,474.25 Length PP Dist. W2 2,619.71 7,697.81 0.00 0.00 6,489.44 823.82 26.62 0-2 V1S 2,704.52 7,470.60 0.001 0.00 437.03 1,179.32 16.55 1-31/8 W3 2,704.52 7,470.60 6,876.54 I 937.25 439.32 3,464.53 16.55 2-1 1/8 W4 1,782.80 10,626.89 6,876.54 937.25 2,878.78 351.45 16.55 2-11 1/8 W5 1,782.80 10, 626.89 10, 088.04 1,362.07 351.45 2,832.86 16.55 3-9 1/8 W6 1,521.38 13,207.78 10,088.04 1,362.07 2,247.10 263.59 16.55 4-71/8 W7 1,521.38 13,207.78 12,591.49 1,680.70 263.59 2,193.52 16.55 5-51/8 W8 1,786.90 15,159.65 12, 591.49 1,680.70 1,607.77 175.73 16.55 6-3 1/8 W9 1,786.90 15,159.65 14, 386.89 1,893.11 175.73 1,561.85 16.55 7-1 1/8 W10 1,946.21 16,482.50 14,386.89' 1,893.11 1,056.50 135.23 16.55 7-11 1/8 W11 1,946.21 16, 482.50 15, 474.25 1,999.32 135.23 1,056.50 16.55 8-9 1/8 W12 " Symmetrical 1,999.32 Joist 16,986.66 15,474.25 1,999.32 336.76 1,056.50 16.55 9-7 1/8 0i; Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS ' Date Run: 8/4/2014 9:01:05 AM NEW MILLENNIUM [Location: Joist Description: Mark: Fill11 nwr. Chord Properties Chord VSTFMS Area ,TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J58A TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 1 Axial and Bending K: ',1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 50.46 Panel LE Interior 0.3969 LL 360: 218.17 Panel 0.0480 First LL 240: 327.25 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 10-2 3/4 RE 1.3750 x Gap Between 0.102 Max Bridg BC: 12-9 5/8 Chords:11 Length 13.13 20.00 20.00 20.00 13.13 0.5000 :Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X: 0.5000 Axial Load 7,697.81 7,470.60 16,986.66 7,470.60 7,697.81 ,fa 4,782.44 11,398.53 25,918.01 11,398.53 4,782.44 Max Load Fillers TC: ! 17,088.70 1 Maximum K L/r 49.08 74.79 44.78 74.79 49.08 Max Load no Fillers TC: I Fcr 41,779.55 33,132.21 43,025.89 33,132.21 41,779.55 13,159.20 Fa 25,067.73 19,879.33 25,815.53 19,879.33 25,067.73 305..3847 3847 TC : Fe 1,407,541.63 142,716.83 142,716.83 142,716.83 1,407,541.63 , - _ ; Cm 0.9983 0.9601 0.8783 0.9601 0.9983 BC Stress: 0.99 Panel Point Moment 759.11 782.80 0.00 782.80 759.11 BC URz: , Mid Panel Moment 353.45 395.71 0.00 395.71 353.45 77.7001 Panel Point fb 639.71 6078.70 0.00 6078.70 639.71 TC Shear Stress: ; Mid Panel fb 297.86 1274.56 0.00 1274.56 297.86 12,285.85 'Fillers 0 0 7 0 0 BC Shear Stress: 15,487.93 Panel Point Stress 5,422.14 17,477.23 25,918.011 17,477.23 5,422.14 Mid Panel Stress Web Design Member Web Tension 0.1054 - Allow Tension 0.6154 Web Comp I 1.0040 Allow Comp 0.6154 Weld Qty 0.1054 Material W2 6,489.44 6,776.60 823.82! 2,287.58 2.46 x 0.177 1 R056 = round 9/16 V1S 437.03 7,529.55 1,179.32 3,630.68 2.00 x 0.177 1 R056 = round 9/16 . W3 439.32 7,529.55 3,464.53 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W4 2,878.78 7,529.55 351.45 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W5 351.45 7,529.55 2,832.86 3,630.68 2.00 x 0.177 1 R056 = round 9/16 il W6 W7 2,247.10 263.59 5,947.89 5,947.89 263.59 2,193.52 2,363.63 2,363.63 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,607.77 5,947.89 175.73 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W9 175.73 5,947.89 1,561.85 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W10 1,056.50 5,947.89 135.23 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W11 135.23 5,947.89 1,056.501 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical 336.76 Joist 5,947.89 1,056.501 2,363.63 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1.111..r11Nr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. i TCX Type R, Rnfd. TCX Depth 2 1/2 II ; TCX Depth 2 1/2 BPL Length 1-8 !BPL Length 1-8 0-5 1/8 Clear Bearing 0-5 1/8 , ,Clear Bearing BPL Material: A28B = 1.7350 x 0.150 ' BPL Material: A28B = 1.7350 x 0.150 Total Load 280.001 Total Load 280.00 Reqd TL Def L/80 , 0.001 Reqd TL Def L/80 0.00 Live Load 170.00, Live Load 170.00 ' Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.0094 Section Modulus 1.0094 Reqd SM 0.0000 Reqd SM i 0.0000 Mom of Inertia 1.3636 Mom of Inertia 1.3636 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ,Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:01:05 AM Mark: J58A I 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.lu_nwr SVSTPMS Geometry Base Length: 20-101/4 Variable I Working Length: 120-61/4 I Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.09 BC 10 Short Span Round Panel Length: @ 1-8 14K2801170 Shape: Parallel Chords J58B BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-3 1/8 1-3 1/8 I I I I III 1111 1 1111111 I;I 11111111111111 I IJ 111111J 11 1111_1 1111111 1111 111111111 1111.1111111'1111 First Half 0-10 0-10 First Diag. 2-11 1/8 2-11 1/8 Depth 1 Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC 1 + 0-0 20-10 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-10 1/4 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 10-5 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 10-5 1/8 0-0 1 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 4,018.04 Compresion LE: 42.00 BC Tension Reaction 4,033.29 42.00 RE: BC Compresion TC- Minimum 11,008.32 Shear. Web Tension Max 21,474.61 Web 0-0 TC Comp.: Comp. Web 20-10 1/4 Max BC 18,474.61 Length Tension PP Dist. W2 2,610.14 8,784.11 0.00 0.00 7,884.35 2,005.14 26.57 0-2 V1S 2,695.54 8,496.54 0.00 0.00 1,654.83 2,172.42 16.47 1-31/8 W3 2,695.54 8,496.54 7,710.21 1,265.18 1,074.23 4,202.97 16.47 2-1 1/8 W4 1,767.42 12,576.64 7,710.21 1,265.18 3,630.94 1,074.23 16.47 2-11 1/8 W5 1,767.42 12,576.64 11,443.06 2,029.07 982.15 3,515.84 16.47 3-9 1/8 W6 2,411.01 15,962.23 11,443.06 2,029.07 2,943.80 982.15 16.47 4-7 1/8 W7 2,411.01 15,962.23 14,481.41 2,792.95 874.73 2,809.52 16.47 5-51/8 W8 3,174.89 18,653.33 14,481.41 2,792.95 2,237.49 874.73 16.47 6-31/8 W9 3,174.89 18,653.33 16,825.26 3,556.83 782.65 2,122.39 16.47 7-1 1/8 W10 3,938.78 20,649.93 16,825.26 3,556.83 1,550.35 782.65 16.47 7-11 1/8 W11 3,938.78 20,649.93 18,474.61 4,320.72 675.23 1,416.07 16.47 8-9 1/8 W12 * Symmetrical 4,320.72 Joist 21,474.61 18,474.61 4,320.72 1,012.84 1,268.85 16.47 9-7 1/8 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM ,NEW MILLENNIUM . Location. Joist Description. Mark. PI 111 PIING Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J58B TC0.4306 0.5149 0.3062 0.8995 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending 1.00 Top Chord 0.3277 Analysis Fy: 50,000.00 Check 0.4466 End Fb: 30,000.00 Panel 0.2674 LE First 0.8064 Mom of Inertia: 63.96 Panel LE 0.4213 LL 360: j 276.52 Interior Panel 0.0654 First LL 240: 414.77 Panel 0.9958 RE End Panel A20B = 1.4370 x Max Bridg TC: 11-4 7/8 RE Gap Between 0.124 Max Bridg BC: 10-1 7/8 Chords: Length 13.13 20.00 20.00 20.00 13.13 1, 0.5000 Bending Load 304.00 0.00 0.00 0.00 Min Weld Len 2X: 304.00 .0 5000 Axial Load 8,784.11 8,496.54 21,474.61 8,496.54 8,784.111, Max Load Fillers TC: fa 4,838.66 9,865.94 24,935.68 9,865.94 4,838.66 23,210.69 Maximum K L/r 42.86 65.32 40.02 65.32 42.86 Max Load no Fillers TC: Fcr 43,714.60 36,601.31 44,474.54 36,601.31 43,714.60 19,101.76 Fa 26,228.76 21,960.79 26,684.72 21,960.79 26,228.76 TC 273..7497 7497 : F'e 1, 396, 989.13 189, 707.09 189, 707.11 189, 707.09 1,396,989.13 ' Cm 0.9983 0.9740 0.9119 0.9740 ! BC Stress: 0.99831 0.94 Panel Point Moment 814.00 852.64 0.00 852.64 814.00, BCL/Rz: Mid Panel Moment 375.27 433.34 0.00 433.34 375.27 .74.7943 Panel Point fb 652.20 4365.20 0.00 4365.20 652.20 TC Shear Stress: Mid Panel fb 300.68 926.13 0.00 926.13 300.681' 11,530.01 Fillers 0 0 3 0 0 BC Shear Stress: 14,861.54 Panel Point Stress 5,490.86 14,231.14 24,935.68 14,231.14 5,490.86 1 Mid Panel Stress Web Design Member Web Tension 0.1023 Allow Tension 0.4785 Web Comp 0.9345 Allow Comp 0.4785 Weld Qty 0.1023 Material W2 7,884.35 8,366.44 2,005.141 3,630.78 1 2.87 x 0.185 1 R062 = round 5/8 V1S 1,654.83 9,296.04 2,172.42 j 5,285.95 2.00 x 0.185 1 R062 = round 5/8 W3 1,074.23 9,296.04 4,202.97 5,285.95 2.00 x 0.185 1 R062 = round 5/8 W4 3,630.94 9,296.04 1,074.23 5,285.95 2.00 x 0.185 1 R062 = round 5/8 W5 982.15 9,296.04 3,515.84 5,285.95 2.00 x 0.185 1 R062 = round 5/8 W6 W7 2,943.80 874.73 9,296.04 9,296.04 982.15 2,809.52 5,285.95 5,285.95 2.00 x 0.185 2.00 x 0.185 1 1 R062 = round 5/8 R062 = round 5/8 W8 2,237.49 5,947.89 874.73 2,463.33 2.00 x 0.170 1 R050 = round 1/2 W9 782.65 5,947.89 2,122.39 2,463.33 2.00 x 0.170 1 R050 = round 1/2 W10 1,550.35 5,947.89 782.65 2,463.33 2.00 x 0.170 1 R050 = round 1/2 W11 675.23 5,947.89 1,416.07 2,463.33 2.00 x 0.170 1 R050 = round 1/2 W12 " Symmetrical 1,012.84 Joist 5,947.89 1,268.85 2,463.33 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 111111 n iNr. ` V RTFMr+ TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth • 2 1/2 BPL Length 1-8 BPL Length 1-8 Clear Bearing 0-4 7/8 Clear Bearing 10-4 7/8 BPL Material: A28B = 1.7350 x 0.150 I BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 2.8.0.00 'Reqd TL Def L/80 0.00 Reqd TL Def L/80 Live Load 0.001 170.001 Live Load 170.00 Reqd LL Def U120 0.00, Reqd LL Def L/120 Section Modulus 0.001 1.19531 Section Modulus 1.1953 , Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.00001 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) ij Load Combinations !Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM 1 Case 3e: DL+CL+TL+LL 1 Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP 1Case 4d: DL+WL-AX+IP I Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 1 I II II Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:01:12 AM Mark: J58B 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run 814/201411:37:33 AM NEW N{ I L L E N N I U M Location: Joist Description: Mark: RI lit f' uNr: SYSTFMS Geometry Base Length. : Working Length. 20-10114 20-61/4 Variable Left End , TUKWILA, Right 1 Joist Depth. 14.00 End WA I Effective Depth. 13.00 BC 10 Short Span Round Panel Length. @ 1-8 14K2801170 Shape. Parallel Chords J58C BC Panel 201/8 221/8 TC Panel 1-2 1/8 1-4 1/8 111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIILII11IILIIIlII11II:IIIIIII:IIIIIIIilIIIIII:IIIIIIfI1II1 First Half 0-10 0-10 First Diag. 2-10 1/8 3-0 1/8 Depth 14.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-10 1/4 ,Uniform(plf) LL(1) 170.00 170.00 TC ; + 0-0 20-101/4 Axial (lbs) SM (1) 4,000.00 0.00 TC I + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 10-5 1/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 10-5 1/8 0-0 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 10-5 1/8 { 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 20-10 1/4 Conc @ any Stress Analysis Int Panel TC' 20.00 1, Member pp TC (lbs) Summary 1 Max Panel 20.00 Tension BC' SM (2) TC Reaction 4,822.92 Compresion LE' 1,000.00 BC Tension 0.00 Reaction RE' 4,848.23 BC Compresion TC Minimum 1,212.06 - Shear Web Tension Max 26,013.85 Web 10-5 1/8 TC Comp.: Comp. Web 0-0 Max BC Tension 22,286.12 Length PP Dist. W2 3,755.42 10,118.04 0.00 0.00 9,247.11 4,043.71 25.66 0-2 V1S 3,838.80 10,346.46 0.00; 0.00 3,053.76 3,578.24 16.40 1-21/8 W3 3,838.80 10,346.46 9,050.03 2,755.78 2,261.57 5,130.72 16.40 2-0 1/8 W4 3,563.34 15,053.97 9,050.03'1 2,755.78 4,557.24 2,261.57 16.40 2-10 1/8 W5 3,563.34 15,053.97 13,407.91 4,370.90 2,067.72 4,333.77 16.40 3-8 1/8 W6 5,178.45 19,062.23 13,407.91 4,370.90 3,760.29 2,067.72 16.40 4-61/8 W7 5,178.45 19,062.23 17,066.56, 5,986.01 1,841.56 3,568.75 16.40 5-41/8 W8 6,793.56 22,371.26 17,066.56 5,986.01 2,995.27 1,841.56 16.40 6-2 1/8 W9 6,793.56 22,371.26 20,025.96 7,601.12 1,647.71 2,771.81 16.40 7-01/8 W10 W11 8,408.68 8,408.68 24,981.04 24,981.04 20,025.96 7,601.12 22,286.12 9,216.23 2,307.68 1,421.56 1,647.71 2,055.85 16.40 16.40 7-10 1/8 8-81/8 W12 Symmetrical I 9,135.48 Joist 26,013.85 22,286.12, 9,216.23 1,774.11 1,529.07 16.40 9-61/8 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:37:33 AM NEW MILLENNIUM Location.: Joist Description: Mark: RUII nWr. Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J58C TC 0.5206 0.5580 0.3331 0.9584 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 BC Axial and Bending K: Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 Fb: 130,000.00 End Panel 0.2945 LE 1Mom 75.45 First 0.8733 of Inertia: Panel LE 0.4686 LL 360: 1326.18 Interior Panel 0.0956 First LL 240: 489.27 Panel 0.9950 RE End Panel A24B = TC: Max Bridg 12-1 7/8 RE 1.5940 x Gap Between 0.133 Max BridgBC: 8-2 3/8 1 Chords: Length 12.13 20.00 20.00 20.00 14.13 0.5000 Bending Load 304.00 0.00 0.00 0.00 304.00 Min Weld Len 2X: 0.5000 Axial Load 10,118.04 9,837.25 26,013.85 10,346.46 10,644.73 M- Load Fillers TC: fa 5,070.68 9,448.00 24,984.48 9,937.06 5,334.64 ax 28,455.92 Maximum K Ur 37.56 60.04 37.56 60.04 42.40 Max Load no Fillers TC: Fcr 45,098.89 38,414.38 45,098.89 38,414.38 43,840.00 24,238.22 Fa 27,059.33 23,048.63 27,059.33 23,048.63 26,304.00 2Co9396 256.9396 1 F'e 1,622,757.00 222,795.39 222,795.38 222,795.39 1,195,749.13 '-- Cm 0.9984 0.9788 0.9249 0.9777 0.9978 1 0C Stress: X0.96 Panel Point Moment 798.92 856.70 0.00 852.30 815.26 BC L/Rz: Mid Panel Moment 407.12 438.86 0.00 432.89 328.38 67.9117 Panel Point fb 611.26 3350.17 0.00' 3332.97 623.76 TC Shear Stress: 1 Mid Panel fb 311.49 716.35 0.00 706.61 251.25 11,467.69 Fillers 0 0 3 0 0 BC Shear Stress: 115,593.18 Panel Point Stress 5,681.94 12,798.16 24,984.48 13,270.02 5,958.39 Mid Panel Stress Web Design Member Web Tension 0.1041 Allow Tension 0.4323 Web Comp 0.9233' Allow Comp 0.4533 Weld Qty 0.2103 Material W2 9,247.11 10,122.62 4,043.71 5,617.02 3.23 x 0.192 1 R068 = round 11/16 V1S 3,053.76 9,296.04 3,578.24 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W3 2,261.57 9,296.04 5,130.72 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W4 4,557.24 9,296.04 2,261.57 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W5 2,067.72 9,296.04 4,333.77 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W6 W7 3,760.29 1,841.56 9,296.04 9,296.04 2,067.72 5,434.58 3,568.75r 5,434.58 2.00 x 0.185 2.00 x 0.185 1 1 _R062 = round 5/8 R062 = round 5/8 W8 2,995.27 9,296.04 1,841.56 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W9 1,647.71 9,296.04 2,771.81 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W10 2,307.68 5,947.89 1,647.71 2,572.33 2.00 x 0.170 1 R050 = round 1/2 W11 1,421.56 5,947.89 2,055.85 2,572.33 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical _ 1,774.11 Joist 5,947.89 - 1,529.07 2,572.33 2.00 x 0.170 1 R050 = round 1/2 1 Job Number. 5814-0005 NEW MILLENNIUM. Location: TUKWILA, WA RI lit r,lNr. VSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 I BPL Length 1-7 BPL Length 1-9 Clear Bearing 0-4 5/8 Clear Bearing 0-4 7/8 i 1 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.0011 Total Load 280.00 Reqd TL Def L/80 0.00 , Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00; Reqd LL Def U120 0.00 Reqd LL Def U120 0.001 Section Modulus 1.3070 Section Modulus 1.3070 Reqd SM 0.0000 , ' Reqd SM 0.0000 Mom of Inertia ,l 1.66321 Mom of Inertia 1.6632' Reqd MI 0.0000 , Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM ' Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX 'Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:37:33 AM Mark: J58C 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:19 PM NEW MILLENNIUM Location: Joist Description: RIJ❑ f71Nr. SVTFMri Geometry Base Length: 17-91/2 Variable Working Length: ,17-5112 Left End ;TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.21 IBC 8 @ Short Span Round Panel Length: 1-8 14K2801170 !Madc: J6 Shape: Parallel Chords I BC Panel 2-2 3/4 2-2 3/4 TC Panel 1-4 3/4 1-4 3/4 First Half 0-10 0-10 First Diag. 3-0 3/4 3-0 3/4 i Depth I Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 17-9 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 17-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-10 3/4 0-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 4-9 3/4 4-9 3/4 Conc Load (lbs) WL (1) 350.00 0.00 TC + 12-9 3/4 12-9 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 17-9 1/2 Conc Load (lbs) WL (2) 350.00 0.00 TC - 4-9 3/4 4-9 3/4 Conc Load (lbs) Stress Analysis Int. Panel TC: 20.00 Member TC Summary Max Panel 20.00 Tension BC WL (2) TC I Reaction 12,929.88 Compresion LE: 350.00 BC Tension Reaction 2,937.02 0.00 RE: BC Compresion TC I Minimum 734.26 Shear. Web - Tension Max 11,398.74 Web 12-9 3/4 TC Comp.: Comp. Web 12-9 3/4 1Max C 11,398.74 Length Tension PP Dist. W2 1,300.93 4,726.69 0.00 0.00 5,873.35 1,474.54 28.05 0-2 V1S 1,254.88 4,419.70 0.00 0.00 427.39 1,183.73 16.57 1-4 3/4 W3 1,254.88 4,419.70 6,022.48 1,734.46 794.43 2,861.10 16.57 2-2 3/4 W4 2,161.03 7,271.89 6,022.48 1,734.46 2,335.31 706.62 16.57 3-0 3/4 W5 2,161.03 7,271.89 8,521.30 2,587.60 706.62 2,272.60 16.57 3-10 3/4 I W6 2,709.40 9,417.35 8,521.30 2,587.60 1,627.66 237.27 16.57 4-8 3/4 W7 2,709.40 9,417.35 10,313.39 2,846.37 237.27 1,573.90 16.57 5-6 3/4 I W8 2,896.84 10,856.07 10,313.39 2,846.37 988.54 225.77 16.57 6-4 3/4 W9 2,896.84 10,856.07 11,398.74 2,947.32 225.77 925.83 16.57 7-2 3/4 W10 Symmetrical I 1 1 2,944.79 Joist 11,398.74 11,398.74 2,947.32 886.20 921.01 16.57 8-0 3/4 0 1 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814120141:15:19 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111 r1INq Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material J6 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 1 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy. 50,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia. 45.39 Panel LE 0.3969 . LL 360: i 318.67 Interior Panel 0.0480 First LL 240: 478.00 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-0 3/4 RE Gap Between 0.102 Max Bridg BC: 10-61/2 Chords: Length 14.75 20.00 20.00' 20.00 14.75 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 Min weld Len 2x 0.5000 ' Axial Load 4,726.69 4,419.70 11,398.741 4,419.70 4,726.69 Max Fillers TC: 1 fa 9,100.28 8,509.23 21,945.981 8,509.23 Load 9,100.28 12,829.47 Maximum K L/r 57.30 77.70 46.53' 77.70 57.30 Max Load no Fillers TC: ' Fcr 37,722.46 31,173.78 40,759.98 31,173.78 37,722.46 9,812.15 Fa 22,633.48 18,704.27 24,455.99 18,704.27 TC OAURyy: 22,633.48 269..72087208 26 F'e 243,022.53 132,181.47 132,181.47 132,181.47 243,022.53 Cm0.9813 0.9678 0.8888 0.9678 0.9813 0073tress: Panel Point Moment 711.88 795.52 0.00 795.52 711.88 BC URz: Mid Panel Moment 326.76 412.97 0.00 412.97 326.76 77.7001 'Panel Point fb 7253.03 8105.18 0.00 8105.18 7253.03 TCShearStress: Mid Panel fb 1350.95 1707.36 0.00 1 1707.36 1350.95 13,440.29 Fillers 0 0 3 0 BC Shear Stress: 0, 13,440.29 Panel Point Stress 16,353.31 16,614.41 21,945.981 16,614.41 16,353.31 Mid Panel Stress Web Design Member Web Tension 0.4463 Allow Tension 0.5129 Web Comp 0.89741 Allow Comp 0.5129 Weld Qty 0.4463 Material W2 5,873.35 6,776.60 1,474.541 2,044.47 2.23 x 0.177 1 R056 = round 9/16 V1S 427.39 7,529.55 1,183.73 ' 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 794.43 7,529.55 2,861.10 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,335.31 5,947.89 706.62 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 706.62 5,947.89 2,272.60 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 W7 1,627.66 237.27 5,947.89 5,947.89 237.27 2,342.46 1,573.90 2,342.46 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 988.54 5,947.89 225.77 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W9 225.77 5,947.89 925.83' 2,342.46 2.00 x 0.170 1 R050 = round 1/2 1 W10 * Symmetrical 886.20 Joist 5,947.89 921.01 2,342.46 2.00 x 0.170 1 R050 = round 1/2 !Job Number. 5814-0005 NEW MI LLEN N IUM ; Location: TUKWILA, WA RI111 flhNr. SVSTF, TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right 'TCX Length 0-0 'TCX Length 0-0 TCX Type R ;TCX Type R ,TCX Depth 2 1/2 1 TCX Depth 2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-5 3/8 Clear Bearing 10-5 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00: 'Total Load 280.00 Reqd TL Def L180 0.001 1 Reqd TL Def L/80 0.00 Live Load 170.001 j Live Load ! 170.00 Reqd LL Def U120 0.00 i j Regd LL Def L/120 0.001 0.0000 Section Modulus 0.00001 Section Modulus Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 0.0000 ' Mom of Inertia j 0.0000 Reqd MI 0.0000 Reqd MI 1 0.0000 CuM T..nnI nnnn'1 ''Cnd T..nn1 nnnuri • Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM • Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:15:19 PM Mark: J6 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:38:09 AM NEW MI L L E N N I UM Location: Joist Description: Mark: Fl1111 r11Nr. SVSTRMS 1 Geometry Base Length: Working Length: 20-101/4 20-61/4 1 Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.18 BC 10 Short Span Round Panel Length: @ 1-8 14K2801170 Shape: Parallel Chords J60 BC Panel !2-0 1/8 2-2 1/8 !TC Panel 1-2 1/8 1-4 1/8 111111 1 1 1 1 111 I I I 1111 I I I I I I I I LI I I I I I LI I I,I I I LI I LI I I LI I I;I I 111 11,1 I I1I I LI I I I I 1 1:111111111111; First Half '0-10 0-10• First Diag. !2-10 1/8 3-0 1/8 Depth ! 14.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-10 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-10 1/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,360.72 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,366.82 BC Compresion TC- Minimum .841.70 Shear. Web Tension Max 16,985.88 Web 0-0 TC Comp.: Comp. Web 20-10 1/4 Max BC 15,510.03 Length Tension PP Dist. W2 2,673.74 7,553.08 0.00 0.00 6,289.68 800.49 25.75 0-2 V 1 S 2,755.99 7,607.09 0.00 , 0.00 442.78 1,193.96 16.55 1-2 1/8 W3 2,755.99 7,607.09 7,053.93! 961.01 443.71 3,493.82 16.55 2-0 1/8 W4 1,824.02 10,770.87 7,053.93! 961.01 2,908.07 355.85 16.55 2-10 1/8 W5 1,824.02 10,770.87 10,230.03 1,380.53 355.85 2,854.49 16.55 3-8 1/8 W6 1,537.18 13,320.31 10,230.03 1,380.53 2,268.73 267.98 16.55 4-61/8 W7 1,537.18 13,320.31 12,698.08 1,693.84 267.98 2,222.81 16.55 5-41/8 W8 1,797.39 15,240.73 12,698.08 1,693.84 1,637.06 180.12 16.55 6-2 1/8 W9 1,797.39 15, 240.73 14, 458.08 1,900.94 180.12 1,583.48 16.55 7-0 1/8 W10 1,951.39 16,532.13 14,458.08 1,900.94 1,056.50 135.23 16.55 7-10 1/8 W11 1,951.39 16, 532.13 15, 510.03 2,001.84 135.23 1,056.50 16.55 8-8 1/8 W12 " Symmetrical 1,999.18 Joist 16, 985.88 15,510.031 2,001.84 1,056.50 1,056.50 16.55 9-6 1/8 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:38:09 AM NEW MILLENNIUM Location: Joist Description: Mark: fiUU. mt.": Chord Properties Chord ` vri-rFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K280/170 Q Material J60 TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending I ! 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 50.46 Panel LE Interior 0.3969 LL 360: 218.17 Panel 0.0480 First LL 240: 327.25 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-2 3/4 RE Gap Between 0.102 Max Bridg BC: 12-91/2 Chords: Length 12.13 20.00 20.00 20.00 14.13 0.5000 ' I Bending Load 280.00 0.00 0.00 0.00 Min Weld Len 2X: 280.00 � 0.50.00 1 Axial Load 7,553.08 7,332.73 16,985.88 7,607.09 7,860.72 Max Load Fillers TC: fa 4,692.52 11,188.17 25,916.81 11,606.80 4,883.65 17,088.70 . I Maximum K Ur 45.34 74.79 44.78 74.79 52.82 Max Load no Fibers TC: Fcr 42,867.71 33,132.21 43,025.89 33,132.21 40,636.16 13,159.20 Fa 25,720.63 19,879.33 25,815.53! 19,879.33 TC OAL/ 24,381.70 305384Ryy: 305.3847 F'e 1,649,287.50 142,716.83 142,716.83 142,716.83 1,215,298.50 Cm 0.9986 0.9608 0.8783' 0.9593 BC Stress: 0.9980 1.00 Panel Point Moment 755.80 783.69 0.00 781.61 763.56 BC URz: Mid Panel Moment 391.61 396.92 0.00 394.08 313.011 77.7001 1 Panel Point fb 636.92 6085.61 0.00 6069.40 643.46 TC Shear Stress: Mid Panel fb 330.01 1278.45 0.00 1269.32 263.77 12,307.35 Fillers 0 0 1 6 0 0 BC Shear Stress: 15,515.19 Panel Point Stress 5,329.44 17,273.78 25,916.81 17,676.19 5,527.11 ' . Mid Panel Stress Web Design Member Web Tension 0.1023 Allow Tension 0.6049 1 Web Comp 1.0039 Allow Comp 0.6258 Weld Qty 0.2082 Material W2 6,289.68 6,776.60 800.49' 2,443.64 2.39 x 0.177 1 R056 = round 9/16 V1S 442.78 7,529.55 1,193.96 ' 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W3 443.71 7,529.55 3,493.82 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W4 2,908.07 7,529.55 355.85 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W5 355.85 7,529.55 2,854.49 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,268.73 267.98 5,947.89 5,947.89 267.98 2,222.81 2,363.63 2,363.63 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,637.06 5,947.89 180.12 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W9 180.12 5,947.89 1,583.48 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W10 1,056.50 5,947.89 135.23 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W11 135.23 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 pi W12 * Symmetrical I 1,0.56.50 Joist 5,947.89 1,056.50 2,363_._63 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 1 RI 111 fINf. SVRTFI.A ri TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right TCX Length 0-0 :TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 1-7 BPL Length 1-9 Clear Bearing 0-5 ' Clear Bearing 0-5 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 i i Section Modulus 1.0094 1 Section Modulus 1.0094' Reqd SM 0.0000 ! Reqd SM 0.0000 Mom of Inertia 1.3636 Mom of Inertia 1.3636' Reqd MI 0.0000 Reqd MI 0.0000 eat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX 1 Case 4c: DL+WL+AX+IP ! Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM eat Type: Lapped (Reinfo Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:38:09 AM Mark: J60 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:33 PM NEW M 1 L L E N N 1 U SV% Location: Joist Description: Mark: 1 FIIIII CIN(: SVSTFMS Geometry Base Length: I Working Length: 23-4 3/4 : 23-0 3/4 Variable i Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.14 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J61 I! BC Panel 12-8 3/8 2-8 3/8 1 TC Panel 1-9 3/8 1 9 3/8 IIIIIIIIIIIII .I 1 1 1 1 1 1 I:I I I I I I I J I I LI I I I I 111 I I I!I I I LI I I I I I IJ I I II1 1 1 1 1 1 11 I I I I I I I I I I I I I I; I I I I I I' 1 First Half ' 1-0 1-0_ 1 _ 'First Diag. 1, 3-8 3/8 3-8 3/8 Depth,16.00 Loads I Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 Uniform (plf) LL (1) 170.00 170.00 TC j + 0-0 23-4 3/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC j + 11-8 3/8 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 23-4 3/4 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 23-4 3/4 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 11-8 3/8 0-0 Conc Load Stress Analysis Int. Panel TC: N 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,101.16 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 4,113.46 - 'BC Compresion TC Minimum 1,028.37 Shear. Web - Tension Max 117,474.06 Web 3-8 TC Comp.: Comp. Web 3-8 Max BC 18,860.35 Length Tension PP Dist. W2 2,180.03 6,827.01 0.00 0.00 8,769.69 2,435.82 33.94 0-2 V1S 2,117.27 6,500.28 0.001 0.00 1,610.64 2,153.39 18.71 1-9 3/8 W3 2,117.27 6,500.28 8,840.93 2,910.04 1,276.28 4,187.03 19.32 2-8 3/8 i W4 3,195.67 12,328.398,840.931 2,910.04 5,234.33 1,571.12 28.38 3-8 3/8 W5 3,195.67 12,328.39 15,296.741 3,348.14 1,265.53 3,917.07 28.38 5-8 3/8 i W6 3,791.16 17,474.06 15,296.741 3,348.14 2,981.80 1,265.53 28.38 7-8 3/8 I W7 " Symmetrical 1 Standard Verticals Member 3,791.16 Joist Position 17,474.06 Max Tension 18,860.351 4,581.73 Max Comp. , Length 1 1,177.06 1,927.46 28.38 9-8 3/8 i V2 I I Interior 1,256.00 1,812.761 15.14j , Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:33 PM ' NEW MILLENNIUM ;Location: Joist Description: Mark: AIIII nwr. Chord Properties Chord SYSTRM4 Area !TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J61 1 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K: 1.00 Top Chord 0.3277 Analysis Fy. 50,000.00 Check 0.4466 End Fb. 30,000.00 Panel 0.2674 LE First 1.0805 Mom of Inertia. 78.41 Panel LE 0.4213 , LL 360. , 238.80 Interior Panel 0.0654 First LL 240. 358.20 Panel 0.9958 RE End Panel A20B = 1.4370 x Max Bridg TC: 14-2 RE Gap Between 0.124 Max Bridg BC: 13-2 5/8 Chords: 1 Length 19.38 23.00 24.00 23.00 19.38 1.1250 'Bending Load 292.00 0.00 0.00 0.00 1 d Len 2X: 292.00 05 00 Axial Load 6,827.01 6,500.28 17,474.06 6,409.55 6,784.14 Max Load Fillers TC: I I fa 9,577.74 9,119.36 24,514.68, 8,992.08 9,517.60 17,689.38 Maximum K Ur 69.27 82.23 51.48 82.23 69.27 • Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,384.37 35,038.84 12,564.67 Fa 21,023.30 18,230.62 24,571.04 18,230.62 TC 21,023.30 250.51 Ryy: 250.5110 F'e 165,713.86 117,594.39 107,999.01 117,594.39 165,713.86 Cm 0.9711 0.9612 0.8479' 0.9618 BC Stress: 0.9713 0.96 Panel Point Moment 990.16 1139.48 0.00 1112.18 1093.58 Bc URz: Mid Panel Moment 436.73 544.23 0.00' 506.16 650.41 179.5064 Panel Point fb 6777.77 7799.90 0.00' 7613.04 7485.74 TC Shear Stress: Mid Panel fb 1236.94 1541.39 0.00 1433.58 1842.14 113,939.85 , Fillers 0 0 4 0 0' BC Shear Stress: 15,235.20 ' Panel Point Stress 16,355.51 16,919.25 24,514.68 16,605.12 17,003.34 Mid Panel Stress Web Design Member Web Tension 0.4953 Allow Tension 0.5510 Web Comp 0.9977 Allow Comp 0.5404 Weld Qty 0.5118 Material W2 8,769.69 9,716.30 2,435.82 5,643.68 4.58 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,276.28 7,865.88 4,187.03 4,934.19 2.76 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 5,234.33 5,787.30 1,571.12 2,505.94 3.92 x 0.090 1 C12BB = 1.125 x 0.799 x .090 ' W5 1,265.53 7,865.88 3,917.07 4,104.23 2.59 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,981.80 4,826.79 1,265.53 1,936.79 2.61 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,177.06 1,610.64 4,826.79 4,826.79 1,927.46 1,936.79 2,153.39 3,056.84 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 1 V2 * Symmetrical 1,256.00 Joist 4,826,79 1,812.76 3,314.80 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM ni 111 OINr: SYSTEMS TCX Design TCX Left Job Number: 15814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Rioht TCX Length 0-4 TCX Length 0-0 ,TCX Type R TCX Type R TCX Depth 2 1/2 j TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-4 Clear Bearing 0-8 Clear Bearing 0-4 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Reqd TL Def L/80 0.051 Reqd TL Def L/80 0.00 Live Load 170.001 Live Load 170.001 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1461 Section Modulus 0.0000, Reqd SM 0.0140 Reqd SM 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000, Reqd MI 0.0017 Reqd MI I 0.00001 Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP ' Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:15:33 PM Mark: J61 Job Number 5814-0005 NEW MILLENNIUM !Location: TUKWILA, WA 111111 [11Nf SYSTFM5 Geometry Base Length: 23-4 314 Variable BC Panel TC Panel I First Half First Diag. Depth 1Working Length: 123-0 3/4 Left End 112-8 3/8 1-9 3/8 1-0 3-8 3/8 16.00 Joist Depth: 16.00 Right End 2-8 3/8 Loads Load Type 1-9 3/8 1-0 3-8 3/8 16.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Load1 Effective Depth: 14.98 Load2 BC Panel Length: 5@ 4-0 Position Shape: Parallel Chords Direction Date Run: 8/4/20141:15:51 PM Mark: J61 A Loc/Begin Uniform (plf) DL (1) 110.00 110.00 TC 0-0 Uniform (plf) LL (1) 170.00 170.00 TC 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 11-8 3/8 Conc @ any pp (lbs) CL (1) 2,200.00 0.00 TC 11-8 3/8 Conc Load (lbs) WL (1) 750.00 0.00 TC 3-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC 0-0 Conc Load (lbs) WL (2) Stress Analysis Summary Int. Panel TC Max Panel BC: 24.00 148.00 Member TC Tension Reaction LE: 5,871.57 TC Compresion 750.00 Reaction RE 5,899.40 BC Tension 0.00 TC I Minimum Shear 1,474.85 BC Compresion Web Tension 3-8 Max TC Comp 24,773.37 Web Comp. Sp/End 23-4 3/4 23-4 3/4 0-0 0-0 3-8 23-4 3/4 3-8 Max BC Tension 27,385.06 Web Length PP Dist. W2 V1S 2,203.45 8,870.04 0.00 0.00 12, 827.62 2,456.80 33.87 2,140.01 8,555.35 0.00 0.00 3,135.78 4,035.54 18.58 W3 2,140.01 8,555.35 11,716.27 2,941.30 1,281.59 6,185.37 19.19 W4 3,230.00 16,858.19 11,716.271 2,941.30 7,969.98 770.26 28.29 W5 3,230.00 16,858.19 21, 264.41 3,384.10 839.07 6,080.85 28.29 W6 3,403.62 24, 773.37 21,264.41' 3,384.10 5,023.17 1,254.59 28.29 W7 3,403.62 1* Symmetrical Joist Standard Verticals Member Position V2 Interior 24, 773.37 Max Tension 2,480.00 27, 385.06 Max Comp. 3,332.33i 3,288.54 Length 14.98 2,556.98 3,159.57 0-2 1-9 3/8 2-8 3/8 3-8 3/8 5-8 3/8 7-8 3/8 28.29 9-8 3/8 G Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:51 PM NEW MILLENNIUM ;Location: Joist Description: Mark: I i Flue. n,tir. Chord Properties Chord S,,, -rFMS Area i TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J61A !' TC 11 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 ' BC Axial and Bending K: 11.00 Top Chord 0.4771 Analysis Fy: 50,000.00 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 LE First 1.2009 Mom of Inertia: 107.32 Panel LE 0.5106 ILL 360: 1326.87 Interior Panel 0.1387 i First LL 240: 490.30 Panel 1.0000 RE End Panel A28B = Max Bridg TC: 15-4 3/4 RE 1 1.7350 x Gap Between 0.150 Max Bridg BC: 20-71/2 Chords: Length 19.38 23.00 24.00 23.00 19.38 1.1250 IP Bending Load 280.00 0.00 0.00 0.00 280.00 Mn Wel [1 0.5000d Len 2x: Axial Load 8,870.04 8,555.35 24,773.371 8,463.65 8,826.71 - Max Load Fillers TC: fa 9,295.78 8,966.00 25,962.451 8,869.90 9,250.38 25,013.30 Maximum K Ur 60.28 71.56 44.511 71.56 60.28 Max Load no Fillers TC: Fcr 38,332.98 34,383.66 43,257.251 34,383.66 38,332.98 19,231.63 Fa22,999.79 20,630.20 25,954.351 20,630.20 22,999.79 230 444444 " II F'e 221,673.67 157,304.75 144,469.14 157,304.75 221,673.67 - _ 1 Cm 0.9790 0.9715 0.8796 0.9718 0.9791 BC Stress: 0.96 Panel Point Moment 945.21 1093.77 0.00 1066.47 1048.64 BC L/Rz: 1 Mid Panel Moment 412.28 523.43 0.00 485.36 623.68 149.3466 Panel Point fb 4172.03 4827.73 0.00 4707.24 4628.53 TC Shear Stress: Mid Panel fb 758.87 963.45 0.00 893.39 1147.99 15,395.13 Fillers 0 0 4 0 0 BC Shear Stress: 15,395.13 Panel Point Stress 13,467.81 13,793.73 25,962.45 13,577.14 13,878.91 Mid Panel Stress Web Design Member Web Tension 0.4278 Allow Tension 0.4653 Web Comp 1.0003 Allow Comp 0.4583 Weld Qty 0.4380 Material W2 12,827.62 13,007.79 2,456.80' 7,509.79 5.76 x 0.150 1 C28BB = 1.125 x 1.344 x .150 i W3 1,281.59 10,795.89 6,185.37 7,286.23 3.23 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 7,969.98 9,029.40 770.26 5,136.87 4.55 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W5 839.07 10,795.89 6,080.85 6,282.04 3.17 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 5,023.17 5,787.30 1,254.59 2,634.29 3.76 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 V1 2,556.98 3,135.78 7,865.88 7,865.88 3,159.57 4,035.54 4,184.06 5,073.30 2.09 x 0.102 2.66 x 0.102 1 1 C16BB = 1.125 x 1.025 x .102 C16BB = 1.125 x 1.025 x .102 V2 * Symmetrical 2,480.00 Joist 4,826.79 3,332.33 3,363.87 2.91 x 0.0.77 1 C10AB = 1.125x 0.756 x .077 1 1 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 flINr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-4 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 ,BPL Length 0-4 'Clear Bearing 0-8 1/4 ' Clear Bearing , 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00, Total Load 280.00 Reqd TL Def L/80 0.051 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.03 Reqd LL Def L/1200.00 Section Modulus 0.2266 Section Modulus 0.0000 Reqd SM 0.0140 Reqd SM 0.0000 Mom of Inertia 0.2774 Mom of Inertia 0.0000 Reqd MI 0.0017 Reqd MI 0.0000 ' Seat Type: Lapped Load Combinations Case 1: DL ' Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 'Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:15:51 PM Mark: J61A G Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:07 PM NEW MILLENNIUM Location: Joist Description: Mark: Flt 111. 1:111Vr. ri ,..1-FMK ' Geometry I Base Length: i123-4 Variable Working Length: 23-0 , Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.16 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J64 BC Panel 2-8 3/8 2-7 5/8 STC Panel 1-9 3/8 1-8 3/8 `` - - - i First Half 1-0 1-0 • - ! - - 1. First Diag. 3-8 3/8 3-7 5/8 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-4 I Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 750.00 0.00 TC + 19-8 19-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,782.88 Compresion LE: 750.00 BC Tension Reaction 3,788.31 0.00 RE: BC Compresion TC- Minimum 947.08 Shear: Web Tension Max 16,114.83 Web 19-8 TC Comp.: Comp. Web 19-8 Max BC Tension 16,927.79 Length PP Dist. W2 2,402.92 6,717.26 0.00 0.00 8,042.73 2,685.49 33.95 0-2 V 1 S 2,340.23 6,406.29 0.00 0.00 404.60 1,299.77 18.73 1-9 3/8 I W3 2,340.23 6,406.29 8,720.78 3,221.14 1,438.70 3,984.38 19.33 2-8 3/8 W4 3,684.57 11,804.12 8,720.78 3,221.14 4,480.76 577.26 28.39 3-8 3/8 W5 3,684.57 11,804.12 14,402.81 4,015.00 577.26 3,269.20 28.39 5-8 3/8 W6 4,212.42 16,114.83 14,402.81 4,015.00 2,220.48 577.26 28.39 7-8 3/8 W7 * Symmetrical Standard Verticals Member 4,212.42 Joist Position 16,114.83 Max Tension 16,927.79 Max Comp. 4,276.85 Length 577.26 1,773.60 28.39 9-8 3/8 V2 Interior 280.00 - 1,131.14 15.16 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:07 PM NEW /MILLENNIUM Location.: Joist Description: Mark: FlL111. [1INr. Chord Properties Chord `eq,TFAe1.. Area TUKW ILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J64 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending K• 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 LL 360: 229.44 Interior Panel 0.0545 First LL 240: 344.16 Panel 0.9962 RE End Panel A18B = 1.3750 Max Bridg TC: 14-2 RE ; x Gap Between 0.118 Max Bridg BC: 12-9 Chords: Length 19.38 23.00 24.00' 23.25 18.38 ! 1.1250 1 Bending Load 280.00 0.00 0.00 0.00 1. Min Weld Len 2X: 280.00; 0.5000 Axial Load 6,717.26 6,406.29 16,114.83, 6,265.02 6,570.74 Max Load Fillers TC: fa 9,423.76 8,987.50 22,607.78 8,789.31 9,218.21 17,689.38 Maximum K L/r 69.27 82.23 51.48 83.12 65.70 Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,060.14 36,287.88' 12,564.67 Fa 21,023.30 18,230.62 24,571.04 18,036.08 21,772.73. TC 249..8321 8321 : F'e 165,713.86 117,594.39 107,999.01 115,079.07 184,241.55 Cm 0.9716 0.9618 0.8597 0.9618 BC Stress: 0.9750 , 1 0.95 Panel Point Moment 945.21 1093.77 0.00 1120.98 909.60 BCL/Rz: i Mid Panel Moment 412.28 523.43 0.00 561.35 319.99 1187.8669 Panel Point fb 6470.14 7487.03 0.00 7673.26 6226.38 TC Shear Stress: Mid Panel fb 1167.69 1482.47 0.00 1589.89 906.28 12,799.79 Fillers 0 0 4 0 0 BC Shear Stress: 15,456.99 Panel Point Stress 15,893.91 16,474.53 22,607.78 16,462.57 15,444.601 Mid Panel Stress Web Design Member Web Tension 0.4857 Allow Tension 0.5418 Web Comp 0.9201 Allow Comp 0.5396 Weld Qty 0.45221 Material W2 8,042.73 8,126.46 2,685.49 4,580.98 4.59 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,438.70 7,865.88 3,984.38 4,925.57 2.63 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,480.76 4,826.79 577.26 1,924.18 3.92 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 577.26 7,865.88 3,269.20' 4,094.98 2.16 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 W6 2,220.48 4,826.79 577.26 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 iW7 V1 577.26 404.60 4,826.79 4,826.79 1,773.60 1,299.77 1,924.18 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 I V2 * Symmetrical 280.00 Joist 4,826.79 1,131.14 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM RI.111_flINC SYSTFMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left TCX Right TCX Length 0-4 ,TCX Length 0-4 TCX Type R ; 1 TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-8 1ClearBearing 0-81/4 Clear Bearing 0-81/4 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 Reqd TL Def L/80 0.05 Reqd TL Def L/80 0.051 Live Load 170.00 Live Load 170.001 Reqd LL Def U120 0.03 1 Reqd LL Def L/120 0.03 Section Modulus 0.1461 Section Modulus 0.1461 Reqd SM 0.0140 Reqd SM 0.0140 Mom of Inertia 0.1550 Mom of Inertia 0.1550 Reqd MI 0.0017 Reqd MI j 0.0017 Seat Type: Lapped 1 Seat Type: Lapped I Load Combinations 1Case1:DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:16:07 PM Mark: J64 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/20141:16:23 PM NEW M 1 L L E N N I U IVI Location: Joist Description: Mark: F11.111. 19 f. 1NSYSTFM�'+ Geometry Base Length: Working Lengths 23-4 123-0 Variable Left End TUKWILA, Right � /� Joist Depth' 16.00 End WA 1 Effective Depth' 1 15.16 BC 5 @ Short Span Crimp Panel Length 4-0 16KA280/170 Shape' Parallel Chords J65 BC Panel ,2-8 3/8 2-7 5/8 TC Panel . 1-9 3/8 1-8 3/8 - - - - - - - First Half 1-0 1-0 _ - - First Diag. , 3-8 3/8 3-7 5/8 Depth ' 16.00 Loads ' Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC 1 + 0-0 23-4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 Conc Load (lbs) WL (1) 1,100.00 0.00 TC + 4-0 4-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 12-0 12-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 1,100.00 0.00 TC - 4-0 4-0 Conc Load (lbs) 1 Stress Analysis Int Panel TC. 24.00 Member Summary 1 Max Panel 148.00 TC Tension BC WL (2) TC Reaction 4,035.33 Compresion LE 350.00 BC Tension 0.00 Reaction RE• 3,714.56 1 i BC Compresion TC Minimum 1,008.83 - Shear Web Tension 1 Max 116,382.99 Web 12-0 TC Comp • Comp. Web 12-0 Max BC Tension 17,114.84 Length PP Dist. W2 3,077.43 7,223.15 0.001 0.00 8,608.10 3,439.32 33.95 0-2 V1S 3,023.62 6,918.83 0.001 0.00 404.60 1,299.77 18.73 1-9 3/8 W3 3,023.62 6,918.83 9,440.44! 4,180.69 1,864.10 4,270.41 19.33 2-83/8 , W4 4,885.96 12,638.25 9,440.441 4,180.69 4,480.76 1,233.59 28.39 3-8 3/8 W5 4,885.96 12,638.25 14,886.671 5,195.16 1,076.28 3,379.18 28.39 5-8 3/8 W6 5,371.36 16,382.99 14,886.671 5,195.16 2,489.64 918.97 28.39 7-8 3/8 W7 1. Symmetrical Standard Verticals Member 5,371.36 Joist Position 16,382.99 Max Tension 17,114.84! 5,414.56 Max Comp. ' Length 734.85 1,889.25 28.39 9-83/8 V2 Interior 280.00 1,172.09i 15.16 �,, I Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:23 PM NEW MILLENNIUM Location: Joist Description: Mark: RIIII IIINr: Chord Properties Chord SVSTFM Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J65 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 I A22B = 1.5000 x 0.129 1 BC Axial and_ Bending ' K: 1.00 1 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 Fb: 130,000.00 End Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE 0.4034 , LL 360: 1229.44 Interior Panel 0.0545 T First LL 240: 344.16 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 14-2 RE Gap Between 0.118 Max Bridg BC: 11-4 J Chords: 1 Length 19.38 23.00 24.00 23.25 18.38' 1.1250 II Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X: 0.5000 Axial Load 7,223.15 6,918.83 16,382.99 6,002.57 6,363.01 Max Load Fillers TC: fa 10,133.48 9,706.55 22,983.99 8,421.12 8,926.77 17,689.38 1 I Maximum K Ur 69.27 82.23 51.48 83.12 65.70 Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,060.14 36,287.88 12,564.67 Fa � 21,023.30 18,230.62 24,571.04 18,036.08 21,772.731TCOAURyy: 249.8321 I F'e 165,713.86 117,594.39 107,999.01 115,079.07 184,241.55, -.. i Cm 0.9694 0.9587 0.8574 0.9634 0.9758 0C Stress: 0.96 Panel Point Moment 945.21 1093.77 0.00 1120.98 909.60 BC URz: Mid Panel Moment 412.28 523.43 0.00 561.35 319.99 1 1 187.8669 Panel Point fb 6470.14 7487.03 0.00 7673.26 6226.38 TC Shear Stress: Mid Panel fb 1167.69 1482.47 0.00 1589.89 906.28 13,693.43 Fillers 0 0 6 0 0 BC Shear Stress: 16,534.90 Panel Point Stress 16,603.63 17,193.59 22,983.99 16,094.38 15,153.16 - Mid Panel Stress Web Design Member Web Tension 0.5196 Allow Tension 0.5816 Web Comp 0.9354 Allow Comp 0.5190 Weld Qty 0.4387 Material W2 8,608.10 9,716.30 3,439.32 5,628.26 4.49 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,864.10 7,865.88 4,270.41 4,925.57 2.82 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,480.76 4,826.79 1,233.591 1,924.18 3.92 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 W5 1,076.28 7,865.88 3,379.181 4,094.98 2.23 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,489.64 4,826.79 918.971 1,924.18 2.18 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 734.85 404.60 4,826.79 4,826.79 1,889.25 1,924.18 1,299.77 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,172.09 3,309.18 2.00 x 0.077 1 C10AB = 1.12.5 x 0.756 x .077 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: • TUKWILA, WA Fl1111 nInr SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-4 TCX Length 0-4 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-8 Clear Bearing 0-8 1/8 Clear Bearing , 0-8 1/4 1 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 i Total Load 280.00 , 'Total Load 280.00 Reqd TL Def L/80 0.05 ,Reqd TL Def L/80 0.05 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1461 Section Modulus 0.1461 Reqd SM 0.0140 1 Reqd SM 0.0140 Mom of Inertia 0.1550 Mom of Inertia 0.1550 Reqd MI 0.0017 Reqd MI 0.0017 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ,Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 814/2014 1:16:23 PM Mark: J65 NEW MILLENNIUM RLIILr71Nr'. KYKTFMK Job Number. 5814-0005 Location: TUKWILA, WA 1 Geometry Base Length: I 1 Working Length: Joist Depth: 36-8 3/4 136-4 3/4 28.00 Variable r Left End Right End BC Panel 4-6 3/8 4-2 3/8 TC Panel 3-3 3/8 3-1 3/8 First Half 2-0 2-0 First Diag. 6-6 3/8 6-2 3/8 Depth Loads Load Type 28.00 28.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 281(280/170 Effective Depth: 27.04 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:57:19 AM Mark: J66 I I I IJ I I I, I I I 1 I I I II I I I III I I I I, I I_I I_ I LI I;I I I I II I IJ I I I LI 1111 I I I IJ I LI LI I II I I I I, I I I I I I I IJ I I I I I I I I I s. Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL(1) 110.00 110.00 TC 0-0 36-8 3/4 Uniform (plf) LL (1) 170.00 170.00 TC 0-0 36-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 18-4 3/8 0-0 Axial (lbs) Gross Uplift (plf) SM (1) 3,000.00 0.00 TC 0-0 0-0 WL (2) Stress Analysis Summary [Int. Panel TC: Max Panel BC: Reaction LE: 24.00 _ 48.00 5,588.52 Member TC Tension TC Compresion W2 1,353.56 42.00 42.00 TC Reaction RE: Minimum Shear: 5,591.97 1,397.99 BC Tension BC Compresion Web Tension 0-0 Max TC Comp.: 22,179.02 Web Comp. 36-8 3/4 Max BC Tension 22,570.98 Web Length PP Dist. 10,750.78 0.00 0.00 11, 230.43 1,523.35 58.94 0-2 V1S 1,279.42 10,311.71 0.00 0.00 171.47 1,692.51 30.93 3-3 3/8 W3 1,279.42 10,311.71 12,579.75 1,781.06 769.78 5,689.71 36.16 4-6 3/8 W4 2,184.85 16,117.92 12,579.75 1,781.06 4,738.21 627.05 36.16 6-6 3/8 W5 2,184.85 16,117.92 17, 910.38 2,514.09 514.75 3,915.72 36.16 8-6 3/8 W6 2,768.79 20, 020.12 17,910.38 2,514.09 3,167.00 402.44 36.16 10-6 3/8 W7 2,768.79 20, 020.12 21,253.11 2,948.94 290.13 2,344.52 W8 3,054.55 22,179.02 21, 253.11 2,948.94 1,869.12 255.47 W9 3,054.55 * Symmetrical Joist Standard Verticals Member Position V2 Interior 22,179.02 Max Tension 280.00 22,570.98 3,085.61 Max Comp. 1 Length 12161.82 27.04 255.47 1,869.12 36.16 12-6 3/8 14-6 3/8 36.16 16-6 3/8 36.16 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:57:19 AM , NEW MI L L E N N IUM 1 Location: ' Joist Descnptron: Mark: RI 111 niivr. I Chord Properties Chord YSTFMG Area ! TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J66 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 i BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE 1Mom 298.83 First 1.1443 of Inertia: Panel LE 0.4686 LL 360: 231.56 Interior Panel 0.0956 : First LL 240: 347.34 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 15-11 7/8 RE , Gap Between 0.133 Max Bridg BC: 18-6 314 Chords: Length 37.38 39.00 24.001 37.00 35.38 Mn Bending Load 280.00 280.00 0.00 280.00 wed Len 2X:, 280.00: ; 0.5000 Axial Load 10,750.78 10, 311.71 22,179.02 9,778.04 10,138.63' Max Load Fillers TC: ' fa 5,921.99 11,973.66 25,753.63 11,353.97 5,584.79' , 22,261.66 Maximum K L/r 61.03 75.74 46.61 71.86 115.53 1 Max Load no Fillers TC: Fcr 38,079.75 32,869.68 42,656.07 34,276.85 18,806.79 116,651.95 Fa 22,847.85 19,721.81 25,593.64 20,566.11 11,284.08 iTCoauRyy 373.4271 F'e 172,277.77 49,890.10 131,741.05 55,429.39 192,308.61 � Cm 0.9828 0.8800 0.8690' 0.8976 0.97BCstress: 0.9855 108 I Panel Point Moment 3444.71 3444.71 0.00 3086.17 3086.16 BC uRz: Mid Panel Moment 2473.35 1632.15 0.00' 1462.51 2215.64 162.9881 11 Panel Point fb 2759.99 17635.63 0.00 15800.03 2472.71 TC Shear Stress: Mid Panel fb 2069.26 3488.17 0.001 3125.61 1853.65 Fillers 1 1 8 1 ,15'478.40 0 I BC Shear Stress: 117,237.87 Panel Point Stress 8,681.98 29,609.29 25,753.63 27,154.00 , 8,057.51 i I Mid Panel Stress Web Design Member _ Web Tension 0.3231 Allow Tension 0.7589 Web Comp 1.0063 Allow Comp 0.6784 Weld Qty 0.55181 Material W2 11,230.43 13,007.79 1,523.35 3,450.76 5.04 x 0.150 1 { C28BB = 1.125 x 1.344 x .150 W3 769.78 14,453.10 5,689.71 6,534.98 2.55 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,738.21 4,826.79 627.05 1,074.05 4.14 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 514.75 10,795.89 3,915.72 5,019.21 2.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,167.00 4,826.79 402.44 1,074.05 2.77 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 290.13 1,869.12 7,865.88 4,826.79 2,344.521 3,182.00 255.47 1,074.05 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 255.47 7,865.88 1,869.12 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 i' V1 171.47 5,787.30 1,692.51 1,936.79 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical 28.0.00 Joist 4,826.79 1,161.82 1,901.71 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI111. PIINf: GVSTF MS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 TCX Right TCX Length 0-0 I TCX Length 0-0 ' TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 ' BPL Length 3-8 BPL Length 3-5 3/4 Clear Bearing 0-4 ' Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 !Total Load x 0.150 J 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00' Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00, Section Modulus 1.19531 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 I Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:57:19 AM Mark: J66 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201411:58:14 AM NEW /MILLENNIUM !Loca(t�ioonn: Joist Description: Mar k: AiIii now: SVSTFMS Geometry • Base Length: Working Length: 36-8 3/4 36-4 3/4 Variable Left End TUKWILA, Right 1 w Joist Depth: 28.00 End WA Effective Depth: 26.91 BC 7 © Short Span Crimp Panel Length: 4-0 28K280/170 Shape: Parallel Chords J66A BC Panel 4-6 3/8 4-2 3/8 111111111111111111111111f111111111.111111IJ1I1LI111111'111111111!1111 FI1111111111t►111111, TC Panel 3-3 3/8 3-1 3/8 i First Half 2-0 2-0 First Diag. 6-6 3/8 6-2 3/8 _ _ _ Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End ,Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-8 3/4 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 18-4 3/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 36-8 3/4 Conc @ any Stress Analysis Int. Panel TC: 24.00 II Member pp TC (lbs) Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 6,791.49 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 6,805.79 ; BC Compresion TC Minimum 1,701.45 - Shear. Web Tension Max 29,700.96 Web 18-4 3/8 TC Comp.: Comp. Web 0-0 Max BC Tension 27,590.73 Length PP Dist. W2 2,043.38 13,538.18 0.00 0.00 13,971.12 4,531.37 58.89 0-2 V1S 2,043.38 13,075.70 0.00 0.00 2,532.09 3,486.11 30.81 3-3 3/8 W3 2,043.38 13,075.70 14,055.31 2,979.73 2,347.99 7,109.31 36.06 4-6 3/8 W4 3,916.08 20,574.54 14,055.31 2,979.73 6,221.33 2,347.99 36.06 6-6 3/8 W5 3,916.08 20,574.54 20,478.73 4,852.42 2,037.52 5,215.81 36.06 8-6 3/8 W6 5,788.77 26,067.85 20,478.73 4,852.42 4,517.07 2,037.52 36.06 10-6 3/8 W7 5,788.77 26,067.85 25,041.93 6,725.12 1,727.04 3,511.55 36.06 12-6 3/8 W8 7,661.46 29,700.96 25,041.93 6,725.12 2,812.81 1,727.04 36.06 14-6 3/8 W9 * Symmetrical Standard Verticals Member 7,661.46 Joist Position 29,700.96 Max Tension 27,590.73 8,441.75 Max Comp. Length 1,617.62 2,279.71 36.06 16-6 3/8 V2 Interior 2,356.00 2,909.08 26.91 G Job Number.• 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS ,, Date Run: 8/41201411:58:14 AM NEW MILLENNIUM Location: Joist Description: Mark: Alt" f INf: Chord Properties 1 Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J66A 1 iTC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 ! BC Axial and Bending 1.00 Top Chord 0.4771 Analysis Fy: 50,000.0.0 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 LE First 1.2009 Mom of Inertia: 391.19 Panel LE Interior 0.5106 LL 360: 303.13 Panel 0.1387 First LL 240: 454.70 Panel 1.0000 RE End Panel A28B = Max Bridg TC: 17-7 3/8 RE 1.7350 x Gap Between 0.150 Max Bridg BC: 13-0 3/4 Chords: Length 37.38 39.00 24.00 37.00 35.38 1.1250 BendingLoad 292.00 292.00 0.00 292.00 292.00 0M5n 00WelLen 2X 0 5000 Axial Load 13,538.18 13,075.70 29,700.96 12,398.31 12,778.13 Max Load Fillers TC: fa 6,164.92 10,529.63 23,917.66 9,984.14 5,818.82 33,486.75 Maximum K L/r 105.02 109.58 39.93 103.96 99.40 Max Load no Fillers TC: Fcr 22,324.12 20,780.72 44,498.84 22,686.44 24,280.12 26,983.18 Fa 13,394.47 12,468.43 26,699.31 13,611.87 14,568.07 339..1763 1763 TC : F'e 168,271.86 67,992.66 179,543.11 75,541.88 187,836.94 _ - - Cm 0.9817 0.9226 0.9107 0.9339 0.9845 BC Stress: 0.96 Panel Point Moment 3650.44 3650.44 0.00 3270.22 3270.21 BC uRz: Mid Panel Moment 2559.98 1682.56 0.00 1507.61 2293.33 149.3466 Panel Point fb 2650.96 11080.70 0.00 9926.55 2374.84 TC Shear Stress: Mid Panel fb 1689.62 2161.53 0.00 1936.77 1513.63 13,478.06 Fillers 0 0 4 0 0 BC Shear Stress: 17,222.04 Panel Point Stress 8,815.88 21,610.33 23,917.66 19,910.70 8,193.66 Mid Panel Stress Web Design Member Web Tension 0.5126 Allow Tension 0.9242 Web Comp 0.8958 Allow Comp 0.8023 Weld Qty 0.4460 Material 1 W2 13,971.12 27,106.38 4,531.37 6,593.96 5.17 x 0.245 1 R112 = round 1 1/8 W3 2,347.99 16,813.47 7,109.31 7,321.59 3.03 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W4 6,221.33 7,865.88 2,347.99 3,261.36 4.11 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,037.52 14,453.10 5,215.81 6,620.94 2.34 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,517.07 7,865.88 2,037.52 3,261.36 2.98 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 1,727.04 2,812.81 9,029.40 7,865.88 3,511.55 1,727.04 3,730.10 3,261.36 2.00 x 0.118 2.00 x 0.102 1 1 C18BB = 1.125 x 1.035 x .118 C16BB = 1.125 x 1.025 x .102 W9 1,617.62 7,865.88 2,279.71 3,261.36 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 2,532.09 7,865.88 3,486.11 3,783.98 2.30 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 * Symmetrical 2,356.00 Joist 7,865.88 2,909.08 4,119.46 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 G7 Job Number.. ,5814-0005 NEW MI LLEN N I UM 'Location: TUKWILA, WA Fl1. 111 fiNr S VSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 TCX Right TCX Length 0-0 TCX Length ,0-0 TCX Type R, Rnfd. TCX Type , R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 3-8 BPL Length ! 3-5 7/8 1i Clear Bearing 0-4 3/8 Clear Bearing ;0-4 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 , Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3770 Section Modulus 1.3770 Reqd SM 0.0000 Reqd SM 0.0000' Mom of Inertia 1.8035 Mom of Inertia 1.8035 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM eat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:58:14 AM Mark: J66A 0 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 (Job Name: INTERURBAN OFFICES - SHOPORDERS j Date Run: 8/4/201411:47:17 AM NEW MILLENNIUM Location: Joist Description: Mark: RIJII nwr. q.,1 1 Geometry Base Length: 36-8 3/4 Variable TFM4 Working Length: 36-4 3/4 Left End TUKWILA, Right Joist Depth: 28.00 End WA 'EffectiveDepth: 27.04 BC 7 @ Short Span Crimp 28K280/170 Panel Length: 4-0 1Shape: Parallel Chords J67 i BC Panel 4-6 3/8 4-2 3/8 11 I IJ 111111111111111,1111111-I 111 LI 1111111,. I IJ 1 I 1 LI 111111111 IJ 111 LI 1111111111111111J 11 1111111 TC Panel 3-3 3/8 3-1 3/8 - \ i 1/ First Half 2-0 2-0 ' \ I 1 �' First Diag. 6-6 3/8 6-2 3/8 Depth Loads Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) Summary 1MaxPanel 48.00 TC Tension BC: WL (2) TC Reaction 5,588.52 Compresion LE: 42.00 BC Tension Reaction 5,591.97 42.00 RE: BC Compresion TC Minimum 1,397.99 Shear: Web - Tension Max 22,179.02 Web 0-0 TC Comp.: Comp. Web 36-8 3/4 Max BC 22,570.98 Length Tension PP Dist. 1 W2 1,353.56 10,750.78 0.00 0.00 11,230.43 1,523.35 58.94 0-2 VIS 1,279.42 10,311.71 0.00 0.00 171.47 1,692.51 30.93 3-33/8 W3 1,279.42 10,311.71 12,579.75 1,781.06 769.78 5,689.71 36.16 4-6 3/8 W4 2,184.85 16,117.92 12,579.75 1,781.06 4,738.21 627.05 36.16 6-6 3/8 W5 2,184.85 16,117.92 17,910.38 2,514.09 514.75 3,915.72 36.16 8-6 3/8 W6 2,768.79 20,020.12 17,910.38 2,514.09 3,167.00 402.44 36.16 10-6 3/8 W7 2,768.79 20,020.12 21,253.11 2,948.94 290.13 2,344.52 36.16 12-6 3/8 W8 3,054.55 22,179.02 21,253.11 2,948.94 1,869.12 255.47 36.16 14-6 3/8 W9 * Symmetrical Standard Verticals Member 3,0.54.55 Joist Position 22,179.02 Max Tension 22,570.98 Max Comp. 3,085.61 , Length 255.4.7 1,869.12 36.16 16-63/8 _ V2 Interior 280.00 1,161.82 27.041 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:47:17 AM NEW MILLENNIUM Location: Joist Description: Mark: RI 111.nINr. Chord Properties I Chord ri V TAM"i Area ;TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J67 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fly 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia. 298.83 Panel LE 0.4686 LL 360' 231.56 Interior Panel 0.0956 First LL 240. 347.34 Panel 0.9950 RE End Panel A248 = 1.5940 x 0.133 Max Bridg TC' 1 Max Bridg BC' 15-11 7/8 118-6 3/4 RE Gap Between Chords: Length 37.38 39.00 24.00 37.00 35.381 1.1250 Bending Load 280.00 280.00 0.00 280.00 i Min Weld len 2X: 280.00, 0.5000 Axial Load 10,750.78 10,311.71 22,179.02 9,778.04 10,138.63 I Max Load Fillers TC: Ufa 5,921.99 11,973.66 25,753.63 11,353.97 5,584.79'I 22,261.66 Maximum K Ur 61.03 75.74 46.61 71.86 115.53 j Max Load no Fillers TC: Fcr_ 38,079.75 32,869.68 42,656.07' 34,276.85 18,806.79 16,651.95 Fa 22,847.85 19,721.81 25,593.64 20,566.11 11,284.08' 373..4271 4271 Tc : 'F'e 172,277.77 49,890.10 131,741.05, 55,429.39 192,308.61 1 Cm 0.9828 0.8800 0.8690 0.8976 BC Stress: 0.98551 0.97 Panel Point Moment 3444.71 3444.71 0.00 3086.17 3086.161 BC URz: _Mid Panel Moment 2473.35 1632.15 0.00 1462.51 2215.64 162.9881 Panel Point fb 2759.99 17635.63 0.00 15800.03 2472.711 TC Shear Stress: Mid Panel fb 2069.26 3488.17 0.00 3125.61 1853.65' 15,478.40 ',Fillers 1 1 8 1 0, BC Shear Stress: 17,237.87 ' Panel Point Stress 8,681.98 29,609.29 25,753.63 27,154.00 8,057.51' Mid Panel Stress Web Design Member Web Tension 0.3231 Allow Tension 0.7589 Web Comp 1.0063 Allow Comp 0.6784 Weld Qty 0.5518; Material W2 11,230.43 13,007.79 1,523.35 3,450.76 5.04 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 769.78 14,453.10 5,689.71 6,534.98 2.55 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,738.21 4,826.79 627.05 1,074.05 4.14 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 514.75 10,795.89 3,915.72 5,019.21 2.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,167.00 4,826.79 402.44 1,074.05 2.77 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 290.13 1,869.12 7,865.88 4,826.79 2,344.52 3,182.00 255.47 1,074.05 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 255.47 7,865.88 1,869.12; 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 171.47 5,787.30 1,692.51' 1,936.79 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical 280.00 Joist 4,826.791 1,901.71 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM 81111 nINr: �i Y STFMG TCX Design Job Number. 15814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K280/170 1 t;x Letti uA rcignt TCX Length 0-0 1 TCX Length 10-0 TCX Type IR, Rnfd. ' TCX Type R, Rnfd. 1 TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 3-8 BPL Length 3-5 3/4 Clear Bearing 0-4 1 Clear Bearing 0-4 1/8 I BPL Material: A28B = 1.7350 x 0.150 I 1 Total Load 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load Reqd TL Def L/80 0.00 ' Reqd TL Def L/80 Live Load Reqd LL Def U120 170.00 Live Load 0.00 ;Reqd LL Def L/120 280.001 0.00 170.00 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.00001 Reqd SM 0.0000 ;1Mom of Inertia Reqd MI 'Seat Type: Lapped (Reinforced) 1.5264 Mom of Inertia 0.00001 Reqd MI Seat Type: Lapped (Reinforced) Load Combinations 1 Case 1: DL 1 Case 2a: LL I Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL ' Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL 'Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX 1 Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 111 1.5264 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:47:17 AM Mark: J67 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run.' 8/4/2014 11:49:21 AM NEW /MILLENNIUM Location: Joist Description: Mark: F11111 rlWf: SVSTFMS Geometry Base Length: ' Working Length: ! 36-8 3/4 36-4 3/4 Variable Left End 'TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 26.91 BC 7 @ Short Span Crimp Panel Length: 4-0 28K280/170 Shape: Parallel Chords J67A BC Panel 4-6 3/8 4-2 3/8 IIIIIIIIIIIIIIIIIIIIII1111111JII1I'.IMI;II_1IIILIIIIIIPIIIIIIIIHIIII'IIIIIIIIIIII:IIlII11 TC Panel 13-3 3/8 3-1 3/8 First Half , 2-0 2-0 First Diag. 6-6 3/8 6-2 3/8 - - - ' Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-8 3/4 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC 1 + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC- 18-4 3/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 36-8 3/4 Conc @ any Stress Analysis Int. Panel TC: 24.00 Member pp TC (lbs) Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 7,009.86 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 7,024.17 BC Compresion TC Minimum 1,756.04 - Shear. Web Tension Max 30,577.92 Web 18-4 3/8 TC Comp.: Comp. Web 0-0 Max BC Tension 28,476.61 Length PP Dist. W2 2,043.38 13,926.78 0.001 0.00 14,408.04 4,531.37 58.89 0-2 V1S 2,043.38 13,443.02 0.00i 0.00 2,488.37 3,534.21 30.81 3-33/8 W3 2,043.38 13,443.02 14,566.65i 2,979.73 2,347.99 7,329.72 36.06 4-6 3/8 W4 3,916.08 21,201.82 14,566.65; 2,979.73 6,400.87 2,347.99 36.06 6-6 3/8 W5 3,916.08 21,201.82 21,200.52 4,852.42 2,037.52 5,363.20 36.06 8-6 3/8 W6 5,788.77 26,862.78 21,200.52 4,852.42 4,632.30 2,037.52 36.06 10-6 3/8 W7 5,788.77 26,862.78 25,888.57 6,725.12 1,727.04 3,594.63 36.06 12-6 3/8 W8 7,661.46 30,577.92 25,888.57 6,725.12 2,863.73 1,727.04 36.06 14-6 3/8 W9 " Symmetrical Standard Verticals Member 7,661.46 Joist Position 30,577.92 Max Tension 28,476.61! 8,441.75 Max Comp. Length 1,604.22 2,352.86 36.06 16-6 3/8 V2 Interior 2,332.00 2,937.46 26.91, 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:49:21 AM NEW MILLENNIUM 'Location: Joist Description: Mark: RI III f11Nf. I Chord Properties Chord SYSTFM<. Area ! TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material J67A TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC Axial and Bending , K: ;11.00 Top Chord 0.4771 Analysis Fy: 50,000.00 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 LE First 1.2009 Mom of Inertia: 391.19 Panel LE 0.5106 LL 360: 1303.13 Interior Panel 0.1387 First LL 240: 454.70 Panel 1.0000 RE End Panel A28B = Max Bridg TC: 17-7 3/8 RE 1.7350 x Gap Between 0.150 Max Bridg BC: 13-0 3/4 Chords: Length 37.38 39.00 24.00 37.00 35.38 1.1250 Bending Load 304.00 304.00 0.00 304.00 304.00 Min Weld Len 2X 0.5000 Axial Load 13,926.78 13,443.02 30,577.92 12,741.56 13,138.86 Max Load Fillers TC: fa 6,341.89 10,825.43 24,623.87 10,260.55 5,983.09 33,486.75 Maximum K Ur 105.02 109.58 39.93 103.96 99.40 Max Load no Fillers TC: Fcr 22,324.12 20,780.72 44,498.84' 22,686.44 24,280.12 26,983.18 i Fa 13,394.4712,468.43, 13,611.87,8. 07 TC OAURyy: 339.1 63 F 168,271.86 67,992.66 179,543.11 75,541.88 187,836.94 ' Cm 0.9812 0.9204 0.9081; 0.9321 0.9841 BC Stress: 0.99 Panel Point Moment 3800.45 3800.45 0.00' 3404.61 3404.61 BC URz: Mid Panel Moment 2665.17 1751.71 0.00 1569.57 2387.57 149.3466 Panel Point fb 2759.90 11536.06 0.00, 10334.49 2472.43 TC Shear Stress: Mid Panel fb 1759.05 2250.36 0.001 2016.37 1575.83 13,899.55 Fillers 0 0 410 0 BC Shear Stress: 17,760.62 Panel Point Stress 9,101.79 22,361.49 24,623.87 20,595.05 8,455.52 - - ' Mid Panel Stress Web Design Member Web Tension 0.5280 Allow Tension 0.9518 Web Comp i 0.9223 Allow Comp 0.8258 Weld Qty 0.4592 Material W2 14,408.04 27,106.38 4,531.37 6,593.96 5.34 x 0.245 1 R112 = round 1 1/8 W3 2,347.99 18,807.21 7,329.72 8,518.57 2.80 x 0.176 1 C34AA = 1.125 x 1.549 x .176 W4 6,400.87 7,865.88 2,347.99 3,261.36 4.23 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,037.52 14,453.10 5,363.20 6,620.94 2.41 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,632.30 7,865.88 2,037.52 3,261.36 3.06 x 0.102 1 C16BB = 1.125 x 1.025 x .102 ,W7 W8 1,727.04 2,863.73 9,029_40 7,865.88 - 3,594.63 1,727.04 3,730.10 3,261.36 2.05 x 0.118 2.00 x 0.102 1 1 C18BB = 1.125 x 1.035 x .118 - C16BB = 1.125 x 1.025 x .102 W9 1,604.22 7,865.88 2,352.86 3,261.36 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 2,488.37 7,865.88 3,534.21 3,783.98 2.33 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 1* Symmetrical i 2,332.00 Joist 7,865.88 2,937.46 4,119.46 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 J G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI 111 fllNf. SVSTFMG TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 , TCX Depth 2 1/2 BPL Length 3-8 BPL Length 3-5 7/8 Clear Bearing 0-4 3/8 Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 'Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load _ 170.00 Reqd LL Def U120 0.00! Reqd LL Def U120 0.00 Section Modulus 1.3770; Section Modulus 1.3770 i Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 1.8035' Mom of Inertia 1.8035 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL • Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+I P) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:49:21 AM Mark: J67A 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM i NEW MILLENNIUM Location: Joist Description: Mark: RI III. MINI: SYSTF1,14 Geometry Base Length: ' 20-101/4 i Variable Working Length: 20-61/4 Left End I TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth:BC 13.16 �10 Short Span Round Panel Length: @ 1-8 14K300/180 Shape: Parallel Chords J69 BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-31/8 1-3 1/8 I I I 11111111 I l 11111111111111.111J 11111 IJ 111,11 IJ 11111 LI 11111 LI 1 1 1 1111111111111111111 1,1111 I ' First Half 0-10 0-10 � First Diag. 2-11 1/8 2-11 1/8 Depth Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC 1 + 0-0 20-10 1/4 I Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 20-10 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-5 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-10 1/4 i Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,565.93 Compresion LE: 42.00 BC Tension Reaction 3,572.03 42.00 RE: BC Compresion TC- Minimum 1893.01 Shear: Web _ Tension Max 17,846.97 Web 0-0 TC Comp.: Comp. Web 20-10 1/4 Max BC 16,456.52 Length Tension PP Dist. W2 2,514.74 7,994.83 0.00 0.00 6,891.29 824.96 26.61 0-2 V1S 2,606.00 7,749.37 0.00 0.00 419.99 1,219.63 16.53 1-31/8 W3 2,606.00 7,749.37 7,336.32 938.97 439.61 3,676.20 16.53 2-1 1/8 W4 1,614.18 11,120.82 7,336.32 938.97 3,048.18 351.69 16.53 2-11 1/8 � 1 W5 1,614.18 11,120.82 10,756.391 1,364.58 351.69 3,002.23 16.53 3-91/8 W6 1,524.18 13, 861.63 10, 756.391 1,364.58 2,374.21 263.77 16.53 4-7 1/8 W7 1,524.18 13,861.63 13,416.46 1,683.79 263.77 2,320.60 16.53 5-51/8 1 W8 1,790.19 15,927.93 13,416.46 1,683.79 1,692.59 175.85 16.53 6-3 1/8 W9 1,790.19 15,927.93 15,316.50 1,896.59 175.85 1,646.63 16.53 7-1 1/8 W10 1,949.79 17,319.71 15,316.50 1,896.59 1,121.65 135.32 16.53 tl 7-11 1/8 W11 1,949.79 17,319.71 16,456.52; 2,002.99 135.32 1,121.65 16.53 8-9 1/8 W12 ' Symmetrical 2,002.99 Joist 17,846.97 16,456.521 2,002.99 336.99 1,121.65 16.53 9-7 1/8 0Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI111 f11Nf: Chord Properties ' Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K300/180 Q Material J69 TC 0.3564 0.4662 0.2797 0.8320 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC Axial and Bending 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb. 30,000.00 Panel 0.2555 LE First 0.7809 Mom of Inertia. 56.34 Panel LE 0.4034 ILL 360. ; 243.56 Interior Panel 0.0545 First LL 240. 365.34 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC. 10-6 5/8 RE Gap Between 0.118 Max Bridg BC. 13-9 3/8 Chords: Length 13.13 20.00 20.00 20.00 13.13 0.5000 Bending Load 300.00 0.00 0.00 0.00 300.00 Mn Weld Len 2X 0.5000 Axial Load 7,994.83 7,749.37 17,846.97 7,749.37 7,994.831 Max Load Fillers TC: fa 4,795.94 10,871.73 25,037.84 10,871.73 4,795.94 18,716.89 Maximum K Ur 46.93 71.51 43.27 71.51 46.93 Max Load no Fillers TC: Fcr 42,306.02 34,247.82 43,330.46 34,247.82 42,306.02 14,793.58 I Fa 25,383.61 20,548.69 25,998.28 20,548.69 25,383.61 295..98449844y: 29 F'e 1,408,485.25 155,518.58 155,518.58 155,518.58 1,408,485.25 Cm 0.9983 0.9650 0.8921 0.9650 BC Stress: 0.9983 0.92 Panel Point Moment 810.68 839.43 0.00 839.43 810.68 BC URz: Mid Panel Moment 376.49 424.94 0.00 424.94 376.49 78.2779 Panel Point fb 673.22 5746.05 0.00 5746.05 673.22 TC Shear Stress: Mid Panel fb 312.65 1203.55 0.00 1203.55 312.65 11,921.30 Fillers 0 0 5 0 0 BC Shear Stress: 14,400.33 Panel Point Stress 5,469.16 16,617.78 25,037.84 16,617.78 5,469.16 Mid Panel Stress ' Web Design Member Web Tension 0.1050 Allow Tension 0.5683 Web Comp 0.9631 Allow Comp 0.5683 Weld Qty 0.1050 Material W2 6,891.29 8,366.44 824.96 3,515.57 2.51 x 0.185 1 R062 = round 5/8 ' V1S 419.99 9,296.04 1,219.63 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W3 439.61 9,296.04 3,676.20 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W4 3,048.18 9,296.04 351.69 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W5 351.69 9,296.04 3,002.23' 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W6 W7 2,374.21 263.77 5,947.89 5,947.89 263.77' 2,385.33 2,320.60, 2,385.33 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,692.59 5,947.89 175.85; 2,385.33 2.00 x 0.170 1 R050 = round 1/2 1 W9 175.85 5,947.89 1,646.631 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W10 1,121.65 5,947.89 135.321 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W11 135.32 5,947.89 1,121.65 2,385.33 2.00 x 0.170 1 R050 = round 1/2 ' W12 * Symmetrical 336.99 Joist 5,947.89 1,121.65 ,1 2,385.33 2.00 x 0.170 1 R050 = round 1/2 NEW MILLENNIUM RI 111 f lt.Jr. SVSTFMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K3001180 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 Reqd LL Def L/120 0.00 TCX Depth 12 1/2 BPL Length 1-8 1/8 BPL Length . 1-8 1/8 Clear Bearing 0-5 I Clear Bearing I0-5 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 1 Total Load 300.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.001 Live Load 180.00: Live Load 180.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.0654 Section Modulus 1.0654 Reqd SM 0.00001 Reqd SM ! 0.0000 Mom of Inertia 1.4132 Mom of Inertia 1.4132 Reqd MI 0.00001 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:02:22 AM Mark: J69 STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW Nil L L E N N IUM • Location: Joist Description: RI 111 niiv r. SYSTFMS TUKWILA, WA Short Span Round 14K3001180 Geometry r Base Length: 20-10114 Variable BC Panel ITC Panel First Half I First Dog. Depth Working Length: 20-6114 Joist Depth: 14.00 Left End Right End 2-1 1/8 i1-3 1/8 2-1 1/8 1-3 1/8 0-10 0-10 2-11 1/8 2-11 1/8 14.00 14.00 Loads Load Type ' Uniform (plf) Uniform (plf) j Axial (lbs) Uniform (plf) Conc @ any pp (lbs) Conc @ any pp (lbs) Conc @ any pp (lbs) Axial (lbs) Uniform (plf) Gross Uplift (p10 Conc @ any pp (lbs) Conc @ any pp (lbs) Effective Depth: 13.00 BC Panel Length: 10@1-8 Shape: Parallel Chords Date Run: 8/4/2014 9:02:28 AM Mark: J69A III 111111111;IIII11 1111I1.111111II11J11II11J111111.111111 III 11111111,11111111111111111II Category Load1 Load2 120.00 180.00 0.00 24.00 0.00 0.00 0.00 0.00 15.00 42.00 0.00 SM (2) 1,100.00 0.00 DL(1) LL (1) SM (1) CL (1) SM (1) SM (1) CL (1) SM (1) SM (1) WL (2) SM (2) Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Member TC Tension Reaction LE: 5,002.48 TC Compresion 120.00 180.00 1,100.00 24.00 1,000.00 1,100.00 500.00 4,000.00 15.00 42.00 1,000.00 W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 3,596.99 10,684.59 Reaction RE: 5,027.78 Position Direction Loc/Begin TC + 0-0 Sp/End 20-10 1/4 TC + 0-0 TC + 0-0 TC + 0-0 TC + 10-5 1/8 TC + 10-5 1/8 TC + 10-5 1/8 TC + 0-0 TC + 0-0 TC 0-0 TC 10-5 1/8 TC Minimum Shear: 1,256.95 BC Tension BC Compresion Web Tension 0.00 0.00 10-5 1/8 Max TC Comp.: 26,859.27 Web Comp. 20-10 1/4 0-0 20-10 1/4 0-0 0-0 0-0 0-0 20-10 1/4 20-10 1/4 0-0 0-0 Web 9,934.80 4,232.58 3,689.34 10, 376.49 0.00 0.00 3,029.30 3,591.02 3,689.34 10, 376.49 9,209.69 2,675.03 2,261.57 5,286.02 3,482.58 15,320.84 9,209.69 2,675.03 4,675.75 2,261.57 3,482.58 15, 320.84 13,781.99; 4,290.14 2,067.72 4,484.21 5,097.70 19,521.09 13,781.99 4,290.14 3,873.93 2,067.72 5,097.70 19, 521.09 17,610.19 5,905.25 1,841.56 3,650.47 6,712.81 22,977.24 17,610.19' 5,905.25 3,040.19 1,841.56 6,712.81 22,977.24 20,694.29 7,520.36 1,647.71 2,848.65 8,327.92 8,327.92 25,689.28 25,689.28 20,694.29 23,034.28 j 7,520.36 9,135.47 2,342.80 1,421.55 1,647.71 2,062.79 W12 9,135.47 Symmetrical Joist 26, 859.27 23, 034.281 9,135.47 1,760.02 1,585.70 Max BC Tension 23,034.28 Length PP Dist. 0-2 1-31/8 2-1 1/8 2-11 1/8 3-9 1/8 4-7 1/8 5-5 1/8 6-3 1/8 7-1 1/8 7-11 1/8 8-9 1/8 16.40 9-7 1/8 26.53 16.40 16.40 16.40 16.40 16.40 16.40 16.40 16.40 16.40 16.40 00 r Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:28 AM NEW MILLENNIUM Location: Joist Description: Mark: 111111 nwr. Chord Properties Chord �.VSTEMS Area TUKWILA, Rx WA Rz Ryy lShortSpan Y Round Ix 14K3001180 Q Material J69A TC 0.5206 0.5580 0.3331 0.9584 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 1 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 0.8733 Mom of Inertia: 75.45 Panel LE Interior 0.4686 LL 360: 326.18 Panel 0.0956 First LL 240: 489.27 Panel 0.9950 RE End Panel A24B = 1.5940 Max Bridg TC: 12-1 7/8 RE x Gap Between 0.133 Max Bridg BC: 8-2 3/4 Chords: 1 Length 13.13 20.00 20.00 20.00 13.13 0.5000 Bending Load 324.00 0.00 0.00 0.00 324.00 Min Wel 0.5000d Len 2X: Axial Load 10,684.59 10,376.48 26,859.27 10,376.49 10,684.59 Max Load Fibers TC: fa 5,354.61 9,965.89 25,796.46 9,965.89 5,354.61 28,455.92 I Maximum K Ur 39.40 60.04 37.56 60.04 39.40 Max Load no Fillers TC: Fcr 44,634.35 38,414.38 45,098.89 38,414.38 44,634.35 24,238.22 Fa 26,780.61 23,048.63 27,059.33 23,048.63 26,780.61 Tc : 2569396 F'e 1,384,899.88 222,795.39 222,795.38 222,795.39 1,384,899.88 _. .9396 Cm 0.9981 0.9776 0.9224 0.9776 BC Stress: 0.9981 0.99 Panel Point Moment 858.97 911.05 0.00 911.05 858.97 BC URz: Mid Panel Moment 392.81 464.99 0.00 464.99 392.81 67.9117 Panel Point fb 657.20 3562.69 0.00 3562.69 657.20 TC Shear Stress: Mid Panel fb 300.54 759.02 0.00 759.02 300.54 11,847.02 Fillers 0 0 3 0 0! BC Shear Stress: 16,111.37 Panel Point Stress 6,011.81 13,528.58 25,796.46 13,528.58 6,011.81 Mid Panel Stress Web Design Member Web Tension 0.1100 Allow Tension 0.4561 Web Comp 0.9533 Allow Comp 0.4561 Weld Qty 0.1100 Material W2 9,934.80 10,122.62 4,232.58 5,355.34 3.48 x 0.192 1 R068 = round 11/16 V1S 3,029.30 9,296.04 3,591.02 5,434.58 2.00 x 0.185 1 R062 = round 5/8 ' W3 2,261.57 9,296.04 5,286.02 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W4 4,675.75 9,296.04 2,261.57 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W5 2,067.72 9,296.04 4,484.21 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W6 W7 3,873.93 1,841.56 9,296.04 9,296.04 2,067.72 3,650.47 5,434.58 5,434.58 2.00 x 0.185 2.00 x 0.185 1 1 R062 = round 5/8 R062 = round 5/8 W8 3,040.19 9,296.04 1,841.56 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W9 1,647.71 9,296.04 2,848.65 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W10 2,342.80 5,947.89 1,647.71 2,572.33 2.00 x 0.170 1 R050 = round 1/2 1 W11 1,421.55 5,947.89 2,062.79 2,572.33 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical 1,760.02 Joist 5,947.89 1,585.70 2,572.33 2.00 x 0.17.0 1 R050 = round 1/2 Job Number. 5814-0005 • NEW MILLENNIUM Location: TUKWILA, WA 111111 r11Nr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K3001180 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 1-8 .BPL Length 1-8 Clear Bearing 0-4 3/4 Clear Bearing 0-4 3/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 Total Load 300.00 Reqd TL Def L/800.00 I Regd TL Def L/80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3070 Section Modulus 1.3070 .Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.6632 Mom of Inertia 1.6632 I Regd MI 0.0000 , Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM I Seat Type: Lapped (Reinforced) I' Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:02:28 AM Mark: J69A G' 'Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:37:50 AM , NEW MILLENNIUM Location: Joist Description: Mark: RI III nwr. ''.VSTFMS Geometry Base Length: 25-91/2 1 Variable , Working Length: 125-5 1/2 Left End TUKWILA, Right WA Joist Depth: 16.00 End Effective Depth: 15.07 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J7 BC Panel 2-10 3/4 2-10 3/4 TC Panel 12-5 3/4 2-5 3/4 I 111111 Ip 111111111111 111;1111111,111_111111 LI 11'1111111111 IJ 111111111111111111111111:11111111 First Half ; 2-0 2-0 First Diag. 14-10 3/4 4-10 3/4 Depth 116.00 Loads Load Type Category 16.00 Load1 Load2 _ Position 1 Direction Loc/Begin Sp/End Uniform (pif) LL (1) 170.00 170.00 TC 1 + 0-0 25-9 1/2 Uniform (pif) DL (1) 110.00 110.00 TC 1 + 0-0 25-9 1/2 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 25-9 1/2 1 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 1 + 12-10 3/4 0-0 Gross Uplift I Stress Analysis Int. Panel TC: 124.00 1 Member (pif) TC Summary F Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,207.11 Compresion LE: 42.00 BC Tension Reaction 4,212.01 42.00 RE: BC Compresion TC Minimum j 1,053.00 1 - Shear. Web Tension Max 20,503.74 Web 0-0 TC Comp.: Comp. Web 25-9 1/2 Max BC Tension 21,366.72 Length j PP Dist. 11 1 W2 1,056.08 7,885.42 0.00 0.00 9,266.75 1,162.56 36.05 0-2 V1S 1,023.13 7,656.39 0.00 0.00 222.85 1,346.09 15.88 2-5 3/4 i W3 1,023.13 7,656.39 12,335.65 1,638.92 727.17 5,820.54 28.34 2-10 3/4 1 W4 2,107.04 15,988.21 12,335.65 1,638.92 4,608.12 552.78 28.34 4-10 3/4 W5 2,107.04 15,988.21 18,710.90 2,441.40 394.84 3,362.61 28.34 6-10 3/4 W6 2,642.02 20,503.74 18,710.90 2,441.40 2,264.58 251.30 28.34 8-10 3/4 W7 * Symmetrical 11 Standard Verticals Member 2,642.02 Joist Position 20,503.74 Max Tension 21,366.72' 2,708.89 Max Comp. 1 Length 251.30 1,979.86 28.3410-103/4 I V2 I Interior 256.00 1,175.84 � 15.07 i 0 Job NumberJob 5814-0005 STRESS ANALYSIS - PAGE 2 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:37:50 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111 now-. Chord Properties Chord SYS7FMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J7 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K: 1.00 I Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 88.80 Panel LE 0.4390 LL 360: 201.06 Interior Panel 0.0775 First LL 240: 301.59 Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 14-9 7/8 RE GapeetweenCnords: 0.129 Max Bridg BC: 18-3 7/8 li Length 27.75 29.00 24.00 29.00 27.75 1.1250 Bending Load 292.00 292.00 0.00 292.00 292.00 Min weld Len 2x: 0.5000 ,Axial Load 7,885.42 7,656.39 20,503.74 7,656.39 7,885.42 Max Load Fillers TC: fa 9,156.32 8,890.37 23,808.34, 8,890.37 9,156.32 22,261.66 � Maximum K Ur 90.63 94.71 46.61 94.71 90.63 Max Load no Fillers TC: ' Fcr 27,426.01 25,949.99 42,656.07 25,949.99 27,426.01 16,651.95 Fa 16,455.61 15,570.00 25,593.64 15,570.00 16,455.61 261.2066 TC : 2066 F'e 98,541.14 90,229.30 131,741.05 90,229.30 11 . 98,541.14 Cm 0.9535 0.9507 0.8789 0.9507 BC Stress: 0.9535 1.00 Panel Point Moment 2103.54 2103.54 0.00 2103.54 2103.54 BC URz: Mid Panel Moment 1380.84 823.32 0.00' 823.32 1380.84 171.6124 Panel Point fb 10769.35 10769.35 0.00 10769.35 10769.35 i ' TC Shear Stress: ' Mid Panel fb 2951.08 1759.58 0.00: 1759.58 2951.08' 11,847.89 Fillers 0 0 4 0 0 BC Shear Stress: 13,990.46 Panel Point Stress 19,925.66 19,659.72 23,808.34 , 19,659.72 19,925.66 Mid Panel Stress Web Design Member Web Tension 0.6551 Allow Tension 0.6303 Web Comp 0.9302 Allow Comp 0.6303 Weld Qty 0.6551 Material W2 9,266.75 9,716.30 1,162.56 5,444.50 4.84 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 727.17 10,795.89 5,820.54 6,219.68 3.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 4,608.12 4,826.79 552.78; 1,981.25 4.03 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 394.84 7,865.88 3,362.61 4,136.75 2.22 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,264.58 • 4,826.79 251.30 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 251.30 V1 222.85 4,826.79 4,826.79 1,979.86, 1,981.25 1,346.09 3,272.77 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 256.00 * Symmetrical Joist 4,826.79 1,175.84 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM P1.111 nim(: SY STFMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right 1 TCX Length 0-0 TCX Length 0-0 TCX Type R � TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-4 3/8 1 Clear Bearing 0-4 3/8 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 ; BPL Material: A28B Total Load = 1.7350 x 0.150 1 280.00 Reqd TL Def L/80 0.00 !Reqd TL Def L/80 0.00 Live Load 170.00 , Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 !Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 1 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/1/2014 11:37:50 AM Mark: J7 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:25:03 PM NEW MILLENNIUM Location: Joist Description: Mark: RI III nlNn S'`I TFP.A Geometry Base Length: Working Length: 25-8 3/4 25-4 3/4 Variable Left End I TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.11 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J71 BC Panel 333/8 2-73/8 TC Panel ' 2-6 3/8 2-3 3/8 IIIIIIII,111111111,II11111,IIIJIIIIILIII'II1111[IIIJ111111-IIIIIILIII'IIIJII[IIIII1111111111 � First Half 1-10 2-0 1 First Diag. 5-1 3/8 4-7 3/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 25-8 3/4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 25-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 25-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-10 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,791.56 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,796.51 BC Compresion TC- Minimum 949.13 Shear. Web Tension Max 18,948.17 Web 0-0 TC Comp.: Comp. Web 25-8 3/4 Max BC Tension 19,111.47 Length PP Dist. W2 1,196.33 9,455.31 0.00 0.00 9,295.77 1,290.40 40.31 0-2 V1S 1,134.44 9,114.55 0.00 0.00 294.02 1,412.31 17.59 2-6 3/8 W3 1,134.44 9,114.55 11,427.86 1,687.35 670.76 4,851.85 26.69 3-3 3/8 W4 2,137.64 15,399.22 11,427.86 1,687.35 4,309.20 571.52 28.36 5-1 3/8 W5 2,137.64 15,399.22 16,971.18 2,454.52 413.86 3,184.54 28.36 7-1 3/8 W6 2,637.97 18,948.17 16,971.18 2,454.52 2,208.54 256.20 28.36 9-1 3/8 W7 " Symmetrical Standard Verticals Member 2,637.97 Joist Position 18,948.17 Max Tension 19,111.47' 2,688.00 Max Comp. Length 333.11 1,781.44 28.36 11-13/8 V2 Interior 300.00 1,101.65 15.11, 0 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:25:03 PM NEW M 1 L L E N N I U M Location: Joist Description: Mark: aun_nwr. Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material J71 TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC Axial and Bending K: 1.00 Top Chord 0.3277 Analysis Fy: 50,000.00 Check 0.4466 End Fb: 30,000.00 Panel 0.2674 LE First 1.0805 Mom of Inertia: 81.30 Panel LE 0.4213 ILL 360: 1185.45 Interior Panel 0.0654 I First LL 240: 278.17 Panel 0.9958 RE End Panel A20B = Max Bridg TC. 14-61/8 RE 1.4370 x Gap Between 0.124 1 1 Max Bridg BC: 17-3 Chords: i Length 28.38 31.00 24.001 28.00 25.38 1.1250 1 Bending Load 260.00 260.00 0.001 260.00 260.00 Min Weld Len 2X: 0 5000 Axial Load 9,455.31 9,114.55 18,948.17 ' 7,833.09 7,969.23 Max Load Fillers TC: fa 5,463.60 11,739.50 24,405.16 10,088.98 4,604.901 19,744.75 Maximum K L/r 96.35 105.26 48.37 95.08 86.161 Max Load no Fillers TC: i Fcr 25,321.43 22,218.08 41,965.5911 25,774.49 28,989.04 ,14,438.62 Fa 15,192.86 13,330.85 25,179.36 , 15,464.69 17, 393.43 TC OAL/R: 1266.3191 ri ' F'e 299,633.75 73,331.05 122,345.71; 89,886.65 374,671.28 10. ' Cm 0.9909 0.9200 0.86641 0.9439 0.9939 Stress: 0.97 Panel Point Moment 1933.23 1933.23 0.001 1537.17 1537.17 BC URz: (11' ' � Mid Panel Moment 1293.92 936.94 0.001 744.03 1037.73 179.5064 Panel Point fb 1580.95 11378.96 0.00 9047.73 1257.06 TC Shear Stress: Panel fb 1159.47 2296.27 0.00i 1823.49 929.90 12,156.98 .:Mid '' Fillers 0 0 8 0 BC Shear Stress: 0 14,103.2.2 Panel Point Stress 7,044.55 23,118.46 24,405.16 19,136.72 5,861.95 i Mid Panel Stress Web Design ' Member Web Tension 0.3949 Allow Tension 0.9665 Web Comp 0.9693 Allow Comp 0.7155 Weld Qty 0.2928 Material W2 9,295.77 9,716.30 1,290.401 4,908.31 4.85 x 0.129 1 C22BB = 1.125 x 1.110 x .129 11 W3 670.76 9,029.40 4,851.85 5,221.79 2.77 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 4,309.20 4,826.79 571.52 1,955.62 3.77 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' W5 413.86 7,865.88 3,184.54' 4,118.03 2.10 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,208.54 4,826.79 256.20 1,955.62 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 333.11 294.02 4,826.79 4,826.79 1,781.44 1,412.31 1,955.62 3,140.20 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 i C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical I 300.00 Joist 4,826.79 1,101.65[ 3,323.35 2.00 x 0.077 1 C10A6 = 1.125 x 0.756 x .077 1 ' Job Number. 5814-0005 NEW MILLENNIUM. Location: TUKWILA, WA R1111(111,111 SVSTFM c. TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description.: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-11 i BPL Length 2-7 1/4 Clear Bearing 0-4 5/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 Total Load 260.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 160.00 :Live Load 160.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1160 Section Modulus 1.1160' Reqd SM 0.0000 Reqd SM 0.0000 1 Mom of Inertia 1.4587 Mom of Inertia 1.4587 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) (Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:25:03 PM Mark: J71 0 i Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:25:26 PM 1 NEW IV'1 L L E N N 1 U M Location: Joist Description: Mark: RI. 111 nwr. SVTFM4 Geometry Base Length: 25-8 3/4 Variable 1 Working Length: 125-4 3/4 Left End TUKWILA, Right Joist Depth: 16.00 End WA 1EffectiveDepth: 14.96 IBC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords J71A BC Panel 3-3 3/8 2-7 3/8 TC Panel 2-6 3/8 2-3 3/8 11111111 ! 1111111 1111111 I I'. 111111111 LI 111111111111 I J 111111_1 1 IJ1111111111111 [ 1111111,1111111 First Half 1-10 2-0 - / - 1 , - First Diag. 5-1 3/8 4-7 3/8 Depth Loads 11 Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc./Begin 1 Sp/End l' Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 25-8 3/4 !1Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 25-8 3/4 Axial (lbs) SM (1) 3,000.00 0.00 TC 1 + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 25-8 3/4 1 Conc @any pp (lbs) CL (1) 500.00 0.00 TC + 12-10 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 12-10 3/8 0-0 11 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 25-8 3/4 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 12-10 3/8 0-0 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 12-10 3/8 0-0 1 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 25-8 3/4 1 Conc @ any Stress Analysis I Int. Panel TC: 124.0048.00 I Member pp TC (lbs) Summary Max Panel Tension BC: SM (2) TC Reaction 5,122.68 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 5,143.23 BC Compresion TC I Minimum 11,285.81 - Shear. Web Tension Max 27,624.1726,090.59 Web 12-10 3/8 TC Comp.: Comp. Web 0-0 1 Max BC Length Tension PP Dist. 1 W2 2,623.95 12,667.84 0.00 0.00 13,014.37 5,540.54 40.26 0-2 V1S 2,623.95 12,305.70 0.00 0.00 2,711.08 3,413.88 17.46 2-6 3/8 W3 2,623.95 12,305.70 13,992.10 4,168.48 2,958.64 6,835.47 26.60 3-3 3/8 1 W4 5,853.42 21,366.81 13,992.101 4,168.48 6,558.70 3,263.02 28.28 5-1 3/8 W5 5,853.42 21,366.81 21,810.841 7,538.36 2,634.00 5,017.30 28.28 7-1 3/8 1 W6 9,223.30 27,624.17 21,810.84 7,538.36 4,097.43 2,634.00 28.28 9-1 3/8 W7 * Symmetrical Standard Verticals 1 Member 9,223.30 Joist Position 27,624.17 Max Tension 26,090.59 Max Comp. ; 10,487.01 Length 1 2,323.54 2,747.07 28.28 - 11-13/8 1 V2 1 1 1 Interior 2,376.00 2,880.04 14.96 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:25:26 PM NEW M 1 L L E N N 1 U M i location: Joist Description: Mark: RIM rllNr. Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA2601160 Q Material J71A TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending 1.00 Top Chord 0.4306 Analysis Fy 50,000.00 Check 0.5149 End Fb. 30,000.00 Panel 0.3062 LE First 1.1696 Mom of Inertia' 108.78 Panel LE 0.4877 LL 360• i 248.13 Interior Panel 0.1141 First LL 240: 372.19 Panel 1.0000 RE End Panel A26B = 1.6560 Max Bridg TO 16-0 5/8 RE x , Gap Between 0.142 Max Bridg BC' 10-9 7/8 Chords: 'Length 28.38 31.00 24.00 28.00 25.38 1.1250 Bending Load 272.00 272.00 0.00 272.00 Mn Wel 272.00 1015000d len 2X.• Axial Load 12,667.84 12,305.70 27,624.17 10,529.56 10,674.241 Max Load Fillers TC: fa 6,136.92 11,086.22 24,886.64 9,486.09 5,171.13 29,402.15 Maximum K L/r 79.84 87.23 40.45 78.78 71.40' Max Load no Fillers TC: Fcr 31,091.01 28,451.40 43,710.27 31,467.42 34,079.93 23,827.48 Fa 18,654.61 17,070.84 26,226.16 18,880.46 20,447.96 TC 3 Ryy: 240.6415 F'e 296,558.72 104,839.04 174,913.73 128,508.05 370,826.16 Cm 0.9897 0.9471 0.9047 0.9631 BC Stress: 0.9930 1.01 Panel Point Moment 2043.93 2043.93 0.00; 1625.81 1625.81 BC L/Rz: Mid Panel Moment 1346.46 972.67 0.00 772.07 1079.72 , 156.7603 Panel Point fb 1520.75 7059.08 0.00 5615.04 1209.65 TC Shear Stress: Mid Panel fb 952.96 1384.58 0.00 1099.03 764.18 11,573.84 Fillers 0 0 4 0 0 BC Shear Stress: 15,186.47 Panel Point Stress 7,657.67 18,145.30 24,886.64 15,101.13 6,380.78 Mid Panel Stress Web Design Member Web Tension 0.3584 Allow Tension 0.6974 Web Comp 0.9489 Allow Comp 0.5388 Weld Qty 0.2763 Material I ' W2 13,014.37 15,132.12 5,540.54 7,300.20 5.55 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 2,958.64 14,453.10 6,835.47 8,434.93 3.07 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,558.70 7,865.88 3,263.02 4,198.61 4.33 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,634.00 9,029.40 5,017.30 5,153.43 2.86 x 0.118 1 C18BB = 1.125 x 1.035 x .118 1, W6 4,097.43 5,787.30 2,634.00 2,657.72 3.07 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 V1 2,323.54 2,711.08 7,865.88 5,787.30 2,747.07 ,1 4,198.61 3,413.88 3,944.19 2.00 x 0.102 2.55 x 0.090 1 1 C16BB = 1.125 x 1.025 x .102 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical 2,376.00 Joist 4,826.79 2,880.04 3,372.49 2.52 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 15814-0005 NEW MILLENNIUM Locatioonn:1 w 81.111. rlINr". SYSTEMS iTUK VILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-0 ' TCX Length 10-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-11 BPL Length 2-7 1/4 1 Clear Bearing 0-4 1/4 Clear Bearing 0-4 3/8 BPL Material: A28B = 1.7350 Total Load x 0.150 _ 260.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.001 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.001 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.3440 Section Modulus 1.34401 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.7220 Mom of Inertia 1.7220 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) 1 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:25:26 PM Mark: J71A 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:22:53 PM NEW MILLENNIUM , Location: Joist Description: Mark: RI111 rliNr. SVSTFMS Geometry Base Length: Working Length: 25-8 3/4 25-4 3/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.07 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J72 BC Panel 3-3 3/8 2-7 3/8 i ' TC Panel 2-6 3/8 2-3 3/8 IIIIII111111IIIILIIIIIII.IIIIIIIIILIII�III1111111 111111_IIIIIIIIII;11111If111111111111111 I First Half ,1-10 2-0 i 1 First Diag. 5-1 3/8 4-7 3/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) . DL (1) 110.00 110.00 TC + 0-0 25-8 3/4 Uniform (plf) LL (1) 170.00 170.00 TC 1 + 0-0 25-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC I + 12-10 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 25-8 3/4 Gross Uplift Stress Analysis Int. Panel TC. 1124.00 Member (plf) TC Summary Max Panel 48.00 Tension BC. WL (2) TC Reaction 4,045.52 Compresion LE. 42.00 BC Tension 42.00 Reaction RE. 4,050.47 r BC Compresion TC Minimum 1,012.62 - Shear Web Tension Max 20,090.77 Web 0-0 TC Comp Comp. Web 25-8 3/4 Max BC Tension 20,441.25 Length PP Dist. W2 1,199.25 9,972.59 0.00 0.00 9,931.04 1,293.11 40.30 0-2 V1S 1,137.21 9,605.14 0.00 0.00 265.39 1,477.28 17.56 2-6 3/8 W3 1,137.21 9,605.14 12,261.22 1,691.47 671.87 5,179.84 26.67 3-3 3/8 W4 2,142.86 16,324.18 12,261.22 1,691.47 4,589.37 572.52 28.34 5-1 3/8 W5 2,142.86 16,324.18 18,184.281 2,460.51 414.58 3,387.53 28.34 7-1 3/8 W6 2,644.41 20,090.77 18,184.28: 2,460.51 2,334.62 256.65 28.34 9-1 3/8 W7 ' * Symmetrical Standard Verticals Member 2,644.41 Joist Position 20,090.77 Max Tension 20,441.25 2,694.57 Max Comp. Length 319.59 1,903.92 28.34 11-13/8 V2 Interior 280.00 1,148.15, 15.07 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:22:53 PM I' NEW M 1 L L E N N 1 U I V1 Location: Joist Description: Mark: ' Riau. nwr Chord Properties j Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J72 1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 j BC 1 Axial and Bending K• 1.00 !; Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 88.80 Panel LE Interior 0.4390 LL 360: 202.55 Panel 0.0775 1 First LL 240: 303.83 Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 14-9 7/8 RE Gap Between 0.129 Max Bridg BC: 18-41/2 Chords: 'ILength 28.38 31.00 24.00 28.00 ;1.1250 25.38 Bending Load 280.00 280.00 0.00; 280.00 280.00 Min Weld Len 2X: ;0.5000 Axial Load 9,972.59 9,605.14 20,090.77 8,233.38 8,380.19 Max Load Fillers TC: fa 5,493.33 11,153.21 23,328.81 9,560.36 4,616.17 22,261.66 Maximum K Ur 92.67 101.24 46.61 91.44 82.87 Max Load no Fillers TC: Fcr 26,685.92 23,631.71 42,656.07 27,129.53 30,261.81 16,651.95 Fa 16,011.55 14,179.03 25,593.64 16,277.71 18,157.09 TCo5URyy: 260.5654 F'e 298,895.84 78,962.38 131,741.05 96,789.34 373,748.56 - Cm 0.9908 0.9294 0.8814 0.9506 0.9938 BC Stress: 0.96 Panel Point Moment 2086.49 2086.49 0.00 1659.16 1659.16 Bc URz: 'Mid Panel Moment 1391.91 1007.42 0.00 799.93 1116.30 171.6124 I Panel Point fb 1671.75 10682.07 0.00 8494.29 1329.36 TC Shear Stress: 1Mid Panel fb 1164.50 2153.01 0.00 1709.57 933.92 11,647.44 Fillers 0 0 4 0 O i BC Shear Stress: 13,769.52 'Panel Point Stress 7,165.08 21,835.28 23,328.811 18,054.65 5,945.53 ' Mid Panel Stress Web Design Member Web Tension 0.3784 Allow Tension 0.8642 Web Comp 0.9115 Allow Comp 0.6450 Weld Qty 0.2823 Material W2 9,931.04 13,007.79 1,293.11 6,413.05 4.46 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 671.87 9,029.40 5,179.84 5,242.33 2.96 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 4,589.37 4,826.79 572.52 1,981.25 4.01 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 414.58 7,865.88 3,387.53 4,136.75 2.24 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,334.62 4,826.79 256.65 1,981.25 2.04 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 319.59 265.39 4,826.79 4,826.79 1,903.92 1,477.28 1,981.25 3,151.29 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical SII 280.00 Joist 4,826.79 1,148.15 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077_ Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111. C11Nr. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right 1 TCX Length 0-0 TCX Length '0-0 ' TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-11 BPL Length 2-7 1/4 Clear Bearing 0-3 7/8 ; Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 'Total Load 280.00 Reqd TL Def U80 0.00 , Reqd TL Def L/80 0.00 Live Load 170.00 'Live Load 170.00 Reqd LL Def U120 0.001 Reqd LL Def U120 0.00 !Section Modulus 1.1953. Section Modulus 1.1953 , Reqd SM 0.0000. Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 1 Regd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations ICase1:DL Case 2a: LL Case 2b: SL ' Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP 'Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:22:53 PM Mark: J72 0 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:28:38 PM NEW MILLENNIUM 1 Location: Joist Description: Mark: RI- III. nWG 'SYS 1 Geometry I Base Length: 1136-8 3/4 I Variable TFM4 Working Length: 36-4 3/4 Left End 1TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 27.00 BC 8 @ Short Span Crimp Panel Length: 4-0 28K3001180 Shape: Parallel Chords J73 IBC Panel 2-9 3/8 3-3 3/8 I I I I 11111111111111111111111111LI I!I f1I I,I IJ 111 LI I;I 111 III IJ 11 LLI1:1111 I`I 1 1 1 1 1 1 111 I l l l [1111 I' TC Panel 2-0 3/8 2-3 3/8 ! 1 1 I 1 \ / First Half i1-4 1-4 1 II First Diag. 14-1 3/8 4-7 3/8 1 Depth _ 128.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End i Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 36-8 3/4 I Conc @ any pp (lbs) CL (1) 500.00 0.00 TC I + 18-4 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Gross Uplift Stress Analysis 1 1 Int. Panel TC: [ 124.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,952.48 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,955.93 BC Compresion _ TC Minimum 1,488.98 - Shear. Web Tension Max 24,066.14 Web 0-0 TC Comp.: Comp. Web 36-8 3/4 Max BC Tension 23,699.50 Length PP Dist. W2 1,254.60 7,882.01 0.00' 0.00 8,696.52 1,111.68 41.39 0-2 11 V 1 S 1,311.84 7,706.83 0.001 0.00 277.36 1,261.62 28.46 2-0 3/8 1' W3 1,311.84 7,706.83 9,967.03, 1,326.20 746.54 5,845.46 31.39 2-93/8 W4 1,802.17 14,390.85 9,967.03' 1,326.20 5,908.75 744.55 36.13 4-1 3/8 W5 1,802.17 14,390.85 16,677.72 2,203.48 632.17 5,032.18 36.13 6-1 3/8 W6 2,530.12 19,449.98 16,677.72 2,203.48 4,229.43 519.78 36.13 8-1 3/8 W7 2,530.12 19,449.98 21,255.21 2,782.11 407.40 3,352.87 36.13 10-13/8 W8 2,959.43 22,744.00 21,255.21 2,782.11 2,550.12 295.01 36.13 12-13/8 W9 2,959.43 22,744.00 23,699.501 3,062.09 255.65 1,992.1336.13 14-13/8 W10 * Symmetrical Standard Verticals Member 3,090.09 Joist Position 24,066.14 Max Tension 23,699.501 3,062.09 Max Comp. 1 Length 1,992.13 255.65 36.13 16-1 3/8 ii V2 Interior 260.00 _1,210.361 27.001 G,, Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:28:38 PM NEW MILLENNIUM Location: Joist Description: Mark: 1 FII111 rlWr. Chord Properties Chord SVSTFMri Area ;TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K300/180 Q Material J73 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending K. 1.00 Top Chord 0.4306 Analysis Fy: 50,000.00 Check 0.5149 End Fb: 30,000.00 Panel 0.3062 LE First 1.1696 Mom of Inertia: 330.28 Panel LE 0.4877 I LL 360: 1255.94 Interior Panel 0.1141 First LL 240: 383.90 Panel 1.0000 RE End Panel A26B = 1.6560 x Max Bridg TC: 16-51/8 RE Gap Between 0.142 Max Bridg BC: 20-0 3/4 Chords: Length 22.38 25.00 24.00 28.00 i 1.1250 25.38, Bending Load 300.00 300.00 0.00 300.00 Min Weld Len 2X' 300.00 , 0.5000 Axial Load 7,882.01 7,706.83 24,066.14 8,649.83 8,912.98 Max Load Fillers TC: fa 4,130.17 8,076.74 25,221.27, 9,065.00 4,670.39 '25,013.30 1 Maximum K L/r 69.62 77.78 44.51' 87.12 78.95 Max Load no Fillers TC: Fcr 35,080.84 32,124.85 43,257.25 28,705.40 31,698.16 19,231.63 ' Fa 21,048.50 19,274.91 25,954.35 17,223.24 19,018.89 363..6733 6733 TC : 1 F'e 478,760.94 133,142.75 144,469.14' 106,140.58 372,248.281 Cm 0.9957 0.9697 0.8830 0.9573 BC Stress: 0.9937 0.92 Panel Point Moment 1364.75 1364.75 0.00. 1782.72 1782.72 BC URz: ' Mid Panel Moment 935.73 651.34 0.00' 855.27 1194.36; ;156.7603 Panel Point fb 1067.45 6023.78 0.001 7868.65 1394.37' TC Shear Stress: Mid Panel fb 731.88 1198.91 0.00 1574.26 934.17 14,661.23 Fillers 0 0 8' 0 BC Shear S 0• 16 348.41tress: Panel Point Stress 5,197.61 14,100.52 25,221.27 16,933.65 6,064.76 Mid Panel Stress Web Design Member Web Tension 0.1228 Allow Tension 0.4574 Web Comp 0.9718 Allow Comp 0.5784 Weld Qty 0.2737 Material W2 8,696.52 9,716.30 1,111.68; 4,481.45 4.54 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 746.54 14,453.10 5,845.46! 7,312.40 2.62 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,908.75 7,865.88 744.55 3,208.48 3.90 x 0.102 1 C16BB = 1.125 x 1.025 x .102 ' W5 632.17 10,795.89 5,032.18 5,053.92 2.63 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 4,229.43 4,826.79 519.78 1,084.90 3.70 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 1 W8 407.40 2,550.12 9,029.40 4,826.79 3,352.87! 3,669.34 295.01. 1,084.90 2.00 x 0.118 2.23 x 0.077 1 1 C18BB = 1.125 x 1.035 x.118 H C10A6 = 1.125 x 0.756 x .077 W9 255.65 7,865.88 1,992.13 3,208.48 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 i W10 1,992.13 4,826.79 255.65 1,084.90 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 277,36 4,826.79 1,261.62 1,748.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 260.00 Joist 4,826.79 1,210.36 1,920.26_ 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM 01 111_f)INfi SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 281300/180 TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-4 3/8 BPL Length 2-7 5/8 Clear Bearing 0-3 7/8 Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 Total Load x 0.150 300.00 BPL Material: A28B = 1.7350 Total Load x 0.150 300.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.2785 Section Modulus 1.2785 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:28:38 PM Mark: J73 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:20:15 PM NEW MILLENNIUM I Location: Joist Description: Mark: RI.lit. nINr: Sv5TFM5 Geometry I Base Length' 1 Working Length' , 36-8 314 136-4 314 Variable Left End TUKWILA, Right I Joist Depth' 128.00 End WA I Effective Depth' 26.96 BC 8 @ Short Span Crimp 28K300/180 Panel Length. I Shape' 4-0 I Parallel Chords J73B , BC Panel 2-9 3/8 3-3 3/8 1111111 11 I I I 1111111 IJ 1111 11111 I LI HI 11111 I IJ 111 LI 1:1111 I;1 IJ 1 I 111 I11 11 I 111111 111!I 1 111 t 1111 TC Panel ' 2-0 3/8 2-3 3/8 First Half 1-4 1-4 , l 1 First Diag. 4-1 3/8 4-7 3/8 Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 36-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 18-4 3/8 0-0 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 36-8 3/4 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 j Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 18-4 3/8 0-0 Gross Uplift Stress Analysis Int. Panel TC. 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC WL (2) TC Reaction 6,514.70 Compresion LE 42.00 BC Tension 42.00 Reaction RE 6,523.32 IBC Compresion TC 1 Minimum I 1,630.83 - Shear Web Tension Max 28,634.59 Web 0-0 TC Comp.' Comp. Web 36-8 3/4 Max BC Tension 25,773.43 Length PP Dist. ' W2 1,251.64 8,810.34 0.00j 0.00 9,581.69 1,513.35 41.36 0-2 V1S 1,308.98 8,619.04 0.00 0.00 1,281.72 2,040.07 28.42 2-03/8 W3 1,308.98 8,619.04 10,743.04 1,328.45 1,026.55 6,444.57 31.35 2-9 3/8 i W4 1,805.22 16,519.40 10,743.04 1,328.45 6,626.66 1,181.94 36.09 4-1 3/8 1 W5 1,805.22 16,519.40 17,967.26 2,207.21 1,034.20 5,664.74 36.09 6-1 3/8 W6 2,534.41 22,671.54 17,967.26 2,207.21 4,887.50 1,034.20 36.09 8-1 3/8 W7 2,534.41 22,671.54 22,883.71 2,786.82 886.46 3,925.58 36.09 10-13/8 ' W8 3,215.89 26,756.30 22,883.71 2,786.82 3,148.33 886.46 36.09 12-13/8 W9 3,215.89 26,756.30 25,773.43 3,661.06 738.71 2,186.41 36.09 14-13/8 W10 j* Symmetrical Standard Verticals Member 3,994.94 Joist Position 28,634.59 Max Tension 25,773.43 Max Comp. 3,661.06 , Length 2,183.55 755.70 36.09 16-13/8 V2 Interior 1,212.00 1,948.70 26.96 STRESS ANALYSIS - PAGE 2 0 I Job Number. 5814-0005 'Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:20:15 PM NEW M 1 L L E N N I U M 1 Location: Joist Description: Mark: Ai III nwr. 1 Chord Properties Chord YSTEM Area I TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K3001180 Q Material J73B i' TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending 11.00 Top Chord 0.4306 Analysis Fy: 50,000.00 Check 0.5149 End Fb: 30,000.00 Panel 0.3062 LE First 1.1696 Mom of Inertia: 352.69 Panel LE 0.4877 ILL 360: 1273.30 Interior Panel 0.1141 First LL 240: 409.94 Panel 1.0000 RE End Panel A26B = Max Bridg TC: 17-3 7/8 RE 1.6560 x Gap Between 0.142 Max Bridg BC: 18-4118 Chords: 22.38 25.00 24.00 28.00 25.381 1.1250 Length Bending Load 324.00 324.00 0.00 324.00 324.00 Wel 10,5000d Len 2X. Axial Load 8,810.34 8,619.04 28,634.59 9,727.24 10,014.60 ,Max Load Fillers TC: 1 fa 4,268.16 7,764.91 25,796.93 8,763.28 4,851.56 29,402.15 i Maximum K L/r 62.96 70.34 40.45 78.78 71.40 Max Load no Fillers TC: Fcr 36,975.37 34,448.38 43,710.27 31,467.42 34,079.93 23,827.48 Fa 22,185.22 20,669.03 26,226.16 18,880.46 20,447.96 344..8735 8735 TC : F'e 476,931.91 161,200.50 174,913.731 128,508.05 370,826.16 - Cm 0.9955 0.9759 0.9012 0.9659 0.9935 BC Stress: 1.00 Panel Point Moment 1483.60 1483.59 0.00 1936.63 1936.63 ; BC URz: Mid Panel Moment 1007.37 699.95 0.00 919.67 1286.14 1156.7603 Panel Point fb 1103.84 5123.86 0.00 6688.50 1440.91 1 TCShearStress: i Mid Panel fb 712.97 996.36 0.00 1309.14 910.27 113,694.27 1 Fillers 0 0 6 0 0 BC Shear Stress: j Panel Point Stress 5,372.00 12,888.77 25,796.93 15,451.78 6,292.48 118,025.70 Mid Panel Stress Web Design Member Web Tension 0.1206 Allow Tension 0.4075 Web Comp 0.9836 Allow Comp 0.5071 Weld Qty 0.2651 Material W2 9,581.69 21,417.86 1,513.35 8,296.33 3.75 x 0.230 1 R100 = round 1 W3 1,026.55 14,453.10 6,444.57 7,344.62 2.89 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,626.66 7,865.88 1,181.94 3,241.18 4.38 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 1,034.20 14,453.10 5,664.74 6,599.15 2.54 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,887.50 5,787.30 1,034.20 1,449.05 3.66 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W7 W8 886.46 3,148.33 10,795.89 4,826.79 3,925.58 886.46 5,096.75 1,098.49 2.05 x 0.129 2.75 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 738.71 7,865.88 2,186.41' 3,241.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,183.55 4,826.79 755.701 1,098.49 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 1,281.72 5,787.30 2,040.071 2,309.66 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical I 1,2.12.00 Joist 5,787.30 1,948.70 2,513.08 2.00 x 0.090 1 C12BB = 1.12.5 x 0.799 x .090 G� ; Job Number. , 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA p1111 11Nr S VSTFMri TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K300/180 TCX Right TCX Length 0-0 TCX Length 0-0 Reqd TL Def U80 TCX Type R, Rnfd. TCX Type R, Rnfd. 180.00 Live Load TCX Depth 2 1/2 TCX Depth 2 1/2 0.00 BPL Length 2-4 1/2 ' BPL Length 2-7 3/4 i Clear Bearing 0-3 7/8 Clear Bearing 0-4 1/8 1.7220 • Mom of Inertia BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 0.0000 Reqd MI Total Load 300.001 Total Load 300.00 Reqd TL Def U80 0.00 Reqd TL Def U80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3440 Section Modulus 1.3440 Reqd SM 0.0000; , Reqd SM 0.0000 Mom of Inertia 1.7220 • Mom of Inertia 1.7220 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:20:15 PM Mark: J73B 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:26:07 PM NEW M I L L E N N I UM :Location: Joist Description: Mark: RI la minim SVSTFKA Geometry I Base Length: 1 36-8 3/4 Variable I Working Length: ! 36-4 3/4 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: 27.07 BC 8 @ Short Span Crimp Panel Length: 4-0 28K260/160 Shape: Parallel Chords J75 BC Panel 2-9 3/8 3-3 3/8 1 1 1 1 1, 111 1111111111 1:111111 IJ I L.I LI I II 11 I II I IJ I I LI 1'J 111111 IJ 11 I LI 1 II 1111)111111111'11111 I I I I I I ! TC Panel 2-0 3/8 2-3 3/8 � 1 I I ! i , \ / First Half 1-4 1-4 .1 1 First Diag. 4-1 3/8 4-7 3/8 Depth Loads Load Type 28.00 Category _28.00 Load1 Load2 Position Direction Loc/Begin I Sp/End 'Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 36-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,224.56 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,228.01 ; BC Compresion TC Minimum 1,307.00 Shear. Web 1 - Tension Max 21,207.70 Web 0-0 TC Comp.: Comp. Web 36-8 3/4 Max BC 20,728.26 Length Tension PP Dist. W2 1,499.33 7,166.80 0.00 I 0.00 7,626.18 1,109.99 41.44 0-2 V 1 S 1,548.54 7,015.05 0.001 0.00 318.89 1,163.14 28.53 2-0 3/8 W3 1,548.54 7,015.05 8,680.961 1,322.69 746.02 5,130.94 31.45 2-9 3/8 W4 1,797.40 12,860.91 8,680.96 1,322.69 5,193.59 743.68 36.18 4-1 3/8 W5 1,797.40 12,860.91 14,540.61 2,197.65 631.43 4,424.96 36.18 6-1 3/8 W6 2,523.43 17,301.63 14,540.61 2,197.65 3,730.05 519.17 36.18 8-1 3/8 W7 2,523.43 17,301.63 18,556.38 2,774.75 406.92 2,961.41 36.18 10-13/8 W8 2,951.60 20,102.36 18,556.38 2,774.75 2,266.51 294.67 36.18 12-13/8 W9 2,951.60 20,102.36 20,728.26 3,053.99 255.35 1,746.62 36.18 14-13/8 W10 * Symmetrical Standard Verticals r Member 3,081.92 Joist Position 21,207.70 Max Tension 20,728.26 Max Comp. , 3,053.99 Length 1 1,746.62 255.35 36.18 16-13/8 V2 l Interior 300.00 1,115.39i 27.071 - 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201412:26:07 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI 111 nmrir. Chord Properties Chord SV STRMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K2601160 Q Material J75 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending . ; K: ,1.00 Top Chord 0.3564 Analysis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 286.05 Panel LE 0.4390 • LL 360: 221.66 Interior Panel 0.0775 First LL 240: 332.49 Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 15-11 7/8 RE , Gap Between 0.129 Max Bridg BC: 17-31/8 Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 Bending Load 260.00 260.00 0.00' 260.00 260.00 0.5000d Len 2x r Axial Load 7,166.80 7,015.05 21,207.70 7,839.20 8,067.16 Max Load Fillers TC: fa 3,947.78 8,145.67 24,625.75 9,102.65 4,443.74 22,261.66 ' Maximum K L/r 73.07 81.65 46.61 91.44 82.87 ' Max Load no Fillers TC: Fcr 33,838.52 30,710.93 42,656.07 27,129.53 30,261.81' 16,651.95 � ' Fa 20,303.11 18,426.55 25,593.64 16,277.71 ITC OAL/Ryy: 18,157.09, 373 4271 F'e 480,690.50 121,412.55 131,741.05 96,789.34 373,748.56 Cm 0.9959 0.9665 0.8748; 0.9530 BC Stress: 0.9941 0.97 Panel Point Moment 1179.04 1179.04 0.00' 1540.65 1540.65 BC L/Rz: Mid Panel Moment 812.21 565.86 0.00 742.79 1036.57 171.6124 Panel Point fb 944.68 6036.24 0.00 7887.55 1234.41 TC Shear Stress: Mid Panel fb 679.51 1209.33 0.00 1587.46 867.22 14,357.66 Fillers 0 0 10, 0 BC Shear Stress: 0 16,909.17 Panel Point Stress 4,892.46 14,181.92 24,625.75 i 16,990.20 5,678.14 Mid Panel Stress Web Design Member Web Tension 0.1201 Allow Tension 0.4811 Web Comp 0.9622 Allow Comp 0.6124 Weld Qty 0.2708 Material W2 7,626.18 21,417.86 1,109.99 8,067.52 3.28 x 0.230 1 R100 = round 1 W3 746.02 10,795.89 5,130.94 5,607.51 2.68 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 5,193.59 5,787.30 743.68 1,407.45 3.89 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 631.43 10,795.89 4,424.96 4,996.30 2.31 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,730.05 4,826.79 519.17 1,066.96 3.26 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 406.92 2,266.51 7,865.88 4,826.79 2,961.41 294.67 3,164.56 1,066.96 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 255.35 7,865.88 1,746.62 3,164.56 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,746.62 4,826.79 255.351 1,066.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 318.89 4,826.79 1,163.14' 1,715.82 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 300.00 Joist 4,826.79 1,115.39' 1,889.39 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA F11111.r1I1,r1 SY STF Mme. TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K260/160 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. 1 TCX Type I R, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-4 1/2 Reqd SM BPL Length 12-7 5/8 Clear Bearing 0-3 7/8 ' Clear Bearing 10-4 1/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 'Total Load 260.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.00 I Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia Reqd MI Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 1.5264' j Mom of Inertia 0.0000 1 ! Reqd MI 1 Seat Type: Lapped (Reinforced) II 1.5264 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:26:07 PM Mark: J75 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8141201412:27:13 PM NEW MILLENNIUM . Location: Joist Description: Mark: RI 111 ninon SVTRM4 I Geometry ' Base Length: Working Length: 36-8 3/4 36-4 3/4 Variable Left End TUKWILA, Right Joist Depth.: 28.00 End WA Effective Depth: 26.96 BC 8 @ Short Span Crimp Panel Length: 4-0 28K260/160 Shape: Parallel Chords J75A BC Panel 2-9 3/8 3-3 3/8 11111111111 1111111 1;11111111111 LI 1;1111 111 IJ 111 LI 1111111;1 IJ 1111 11,1 I I I I;I 1 111111 1 1 1 1 1 1111 111'. TC Panel 12-0 3/8 2-3 3/8 I First Half j 1-4 1-4 t First Diag. ,4-1 3/8 4-7 3/8 _- - - Depth 28.00 Loads Load Type Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 36-8 3/4 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 i Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 18-4 3/8 0-0 • Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 18-4 3/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 36-8 3/4 Conc @ any 1 Stress Analysis Int. Panel TC: 24.00 Member pp TC (lbs) Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 6,473.02 Compresion LE: 1,000.00 BC Tension 0.00 Reaction RE: 6,487.33 BC Compresion TC- 1 Minimum 1,621.83 Shear. Web Tension Max 29,291.59 Web 18-4 3/8 TC Comp.: Comp. Web 0-0 Max BC 25,361.37 Length Tension PP Dist. W2 2,592.80 9,170.95 0.00 0.00 9,584.96 3,178.04 41.36 0-2 V1S 2,642.23 9,010.63 0.001 0.00 2,508.01 3,035.94 28.42 2-0 3/8 W3 2,642.23 9,010.63 9,748.25 2,079.08 2,155.76 6,455.69 31.35 2-9 3/8 W4 3,013.94 16,508.32 9,748.25 2,079.08 6,767.95 2,482.08 36.09 4-1 3/8 W5 3,013.94 16,508.32 16,685.23 3,948.80 2,171.82 5,810.00 36.09 6-1 3/8 W6 4,883.65 22,578.99 16,685.23 3,948.80 5,158.62 2,171.82 36.09 8-1 3/8 W7 4,883.65 22,578.99 21,889.60 5,818.51 1,861.56 4,200.67 36.09 10-13/8 W8 6,753.37 26,917.05 21,889.601 5,818.51 3,549.28 1,861.56 36.09 12-13/8 W9 6,753.37 26,917.05 25,361.37 7,688.22 1,551.30 2,591.33 36.0914-13/8 W10 " Symmetrical Standard Verticals Member 8,389.37 Joist Position 29,291.59 Max Tension 25,361.371 7,688.22 Max Comp. Length 2,171.50 1,551.30 36.09 16-13/8 V2 Interior 2,376.00 2,885.77, 26.96 .Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:27:13 PM ' NEW MILLENNIUM C Location: Joist Description: Mark: Flu ott ninir. Chord Properties ' Chord TFMG Area I TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K260/160 Q Material J75A TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending K: 1.00 Top Chord 0.4306 Analysis Fy: 50,000.00 Check 0.5149 End Fb: 30,000.00 Panel 0.3062 LE Mom 1352.69 First 1.1696 of Inertia: Panel LE 0.4877 j LL 360: 1273.30 Interior Panel 0.1141 First LL 240: 409.94 Panel 1.0000 RE End Panel A26B = 1.6560 x Max Bridg TC: 17-3 718 RE ! Gap Between 0.142 1 Max Bridg BC: 12-7 7/8 Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 Load 272.00 272.00 0.00 272.00 272.00 0.5nWeldLen2X MBending 0.5000 Axial Load 9,170.95 9,010.63 29,291.59 10,053.72 10,294.54 Max Load Fillers TC: fa 4,442.86 8,117.68 26,388.82 9,057.40 4,987.18 29,402.15 Maximum K Ur 62.96 70.34 40.45 78.78 71.40 Max Load no Fillers TC: IFcr 36,975.37 34,448.38 43,710.27 31,467.42 34,079.93 23,827.48 ' Fa 22,185.22 20,669.03 26,226.16 18,880.46 20,447.96 1 ITC 344.8735 F'e 476,931.91 161,200.50 174,913.73 128,508.05 370,826.16 1 Cm 0.9953 0.9748 0.8989 0.9648 0.9933 BC Stress: Panel Point Moment 1245.49 1245.49 0.00 1625.81 1625.81 I BctJRz: Mid Panel Moment 845.71 587.61 0.00 772.07 1079.72 156.7603 11 Panel Point fb 926.68 4301.52 0.00 5615.04 1209.65 ' TC Shear Stress: Mid Panel fb 598.55 836.45 0.00 1099.03 764.18 13'724'45 Fillers 0 0 6 0 0 BC Shear Stress: 18,065.42 Panel Point Stress 5,369.54 12,419.21 26,388.82 14,672.44 6,196.84 Mid Panel Stress Web Design Member _ Web Tension 0.2185 Allow Tension 0.4196 Web Comp 1.0062 Allow Comp 0.5159 Weld _ Qty 0.2673 ' Material W2 9,584.96 9,716.30 3,178.04 4,512.04 5.00 x 0.129 1 1' C22BB = 1.125 x 1.110 x .129 W3 2,155.76 14,453.10 6,455.691 7,344.62 2.90 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,767.95 7,865.88 2,482.081 3,241.18 4.47 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,171.82 14,453.10 5,810.001 6,599.15 2.61 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 5,158.62 7,865.88 2,171.82 3,241.18 3.41 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 1,861.56 3,549.28 10,795.89 7,865.88 4,200.67 1,861.56 5,096.75 3,241.18 2.19 x 0.129 2.34 x 0.102 1 _ 1 C22BB = 1.125 x 1.110 x .129 C16BB = 1.125 x 1.025 x .102 W9 1,551.30 7,865.88 2,591.33 3,241.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,171.50 7,865.88 1,551.30 3,241.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 2,508.01 7,865.88 3,035.94 3,981.10 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 1 V2 * Symmetrical 2,376.00 Joist 7,865.88 2,885.77 4,108.68 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 I I Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 fll Nl. SY'TFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2601160 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 :TCX Depth 2 1/2 BPL Length 2-4 5/8 'BPL Length 12-7 3/4 Clear Bearing 0-3 7/8 1 Clear Bearing , 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 'Total Load 260.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 j 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 ; 0.00, Section Modulus 1.3440 Section Modulus 1.3440' Reqd SM 0.0000 , Reqd SM 0.0000 Mom of Inertia 1.7220 Mom of Inertia 1.7220 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ;Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:27:13 PM Mark: J75A 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:30:02 PM NEW MILLENNIUM Location: Joist Description: Mark: Auu nwr: gvg.TFM�'. Geometry Base Length: 21-01/4 Variable Working Length: 20-81/4 Left End TUKWILA, Right ' w WA Joist Depth: 16.00 End Effective Depth: 15.16 BC 4 @ Short Span Crimp Panel Length: 4-0 16KA300/180 Shape: Parallel Chords J76 l 1 1 BC Panel 3-0 1/8 3-4 1/8 IIIIIIIIfIll IIIIIIIIILIIIrIII U III,IIIIJIIIlIII11111111Lllllillll_Illlilllllllllfllllllll1j TC Panel 2-2 1/8 2-4 1/8 First Half 1-4 1-4 i i 1 First Diag. 4-4 1/8 4-8 1/8 1' Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position j Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC 1 + 0-0 21-0 1/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 21-0 1/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 21-0 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-6 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC j + 0-0 0-0 ' Gross Uplift Stress Analysis Int. Panel TC: 124.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,591.08 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,597.10 BC Compresion TC 1 Minimum 1899.28 1 - Shear. Web Tension Max 16,281.93 Web 0-0 TC Comp.: Comp. Web 21-0 1/4 Max BC 13,984.93 Length i Tension PP Dist. W2 2,171.67 9,157.91 0.00', 0.00 8,100.64 965.86 37.34 0-2 V1S 2,291.50 8,791.21 0.00 0.00 298.72 1,412.95 18.16 2-2 1/8 W3 2,291.50 8,791.21 9,553.42 1,212.55 442.66 3,731.05 22.04 3-01/8 1 W4 1,533.84 14,011.43 9,553.42 1,212.55 3,634.88 406.25 28.39 4-4 1/8 1 W5 1,533.84 14,011.43 13,984.93 1,722.18 248.99 2,331.15 28.39 6-4 1/8 1 W6 * Symmetrical Standard Verticals 1 Member 1,777.57 Joist Position 16,281.93 Max Tension 13,984.93 Max Comp. 1,722.18 , Length 1,683.57 203.33 28.39 8-41/8 V2 1 1 Interior 260.00 1,163.481 15.161 , 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run 8/4/201412:30:02 PM NEW M I L L E N N 1 U IV% Location: Joist Description: Mark: RI III. niNr Chord Properties Chord SYSTFMr+ Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA300/180 Q Material J76 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 � BC Axial and Bending K: • 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 1 0513 Mom of Inertia: 69.22 Panel LE 0 3969 LL 360: 292.07 Interior Panel 0 0480 First LL 240: 438.10 Panel 0.9471 RE End Panel A16B = 1 3750 x Max Bridg TC: 14-4 3/8 RE Gap Between 0.102 Max Bridg BC: 18-81/8 Chords: Length 24.13 26.00 24.00 28.00 26.13 1.1250 Bending Load 300.00 300.00 0.00 i 300.00 300.00 Min weld Len 2x: 0.5000 Axial Load 9,157.91 8,791.21 16,281.93; 9,348.77 9,823.94 Max Load Fibers TC: fa 5,493.65 12,333.35 22,842.21 13,115.56 5,893.18 17,689.38 Maximum K L/r 86.25 92.96 51.48 100.11 93.40 Max Load no Fillers TC: Fcr 28,925.89 26,510.27 40,951.73 23,982.47 26,350.49 ',12,564.67 Fa 17,355.53 15,906.16 24,571,04' 14,389.48 15,810.29 224.7131 i F'e 416,885.00 92,022.83 107,999.011 79,346.21 355,498.94. Cm 0.9934 0.9330 0.8583, 0.9174 BC Stress: 0.9917 0.90 Panel Point Moment 1499.57 1499.57 0.00 1782.45 1782.45 BCURz: , Mid Panel Moment 1116.82 717.30 0.00, 855.36 1301.74 186.4802 Panel Point fb 1245.31 10264.77 0.00 , 12201.16 1480.22 TC Shear Stress: Mid Panel fb 1048.31 2031.57 0.00 2422.61 1221.89 :12,161.31 Fillers 0 0 6 0 0 ' BC Shear Stress: 16,750.71 Panel Point Stress 6,738.96 22,598.12 22,842.21 25,316.73 7,373.41 ;Mid Panel Stress Web Design ! Member Web Tension 0.3483 Allow Tension 0.8483 Web Comp ! 0.9296 Allow Comp 1.0031 Weld Qty 0.40991 Material W2 8,100.64 8,126.46 965.861 4,233.84 4.62 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 442.66 7,865.88 3,731.05 4,657.15 2.46 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 3,634.88 4,826.79 406.25 1,925.17 3.18 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 248.99 5,787.30 2,331.15 2,492.27 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 ' W6 1,683.57 4,826.79 203.33, 1,925.17 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 V2 ' Symmetrical 298.72 260.00 Joist 4,826.79 4,826.79 1,412.95 • 3,090.00 1,163.481 3,309.18 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM 1 R1.111_r_IINf. SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA300/180 TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-6 7/8 BPL Length 2-9 1/4 Clear Bearing 0-4 1/2 Clear Bearing 0-4 1/2 BPL Material: A28B = 1.7350 Total Load x 0.150 300.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 1 300.00 Reqd TL Def L/80 0.001 Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 1 Section Modulus 1.0654 Section Modulus 1.0654 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4132 Mom of Inertia 1.4132 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) I :Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:30:02 PM Mark: J76 0 Job Number: 15814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:32 PM NEW MILLENNIUM Location: Joist Description: Mark: Fl1111 nwr. gVSTFM Geometry Base Length. Working Length. 121-0 1/4 20-81/4 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth. 15.11 BC 4 @ Short Span Crimp Panel Length. 4-0 16KA300/180 Shape. Parallel Chords J76A BC Panel 3-0 1/8 3-4 1/8 111111111111111111111 L11111111_1111:111 IJ 111111111111111 L1111;1111_I 111;111111111 [111111111 TC Panel 2-2 1/8 2-4 1/8 • First Half 1-4 1-4 First Diag. 4-4 1/8 4-8 1/8 i' Depth 16.00 Loads I Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 21-0 1/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 21-0 1/4 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 21-0 1/4 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 21-0 1/4 1 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 10-6 1/8 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-6 1/8 0-0 Axial (lbs) SM (1) 1,100.00 0.00 TC + 0-0 0-0 1 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 10-6 1/8 0-0 Gross Uplift Stress Analysis Int Panel TC: ' 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 4,171.22 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 4,187.18 BC Compresion TC Minimum 1,046.80 - Shear. Web Tension Max 20,999.42 Web 0-0 TC Comp.: Comp. Web 21-0 1/4 Max BC Tension 15,929.12 Length PP Dist. W2 3,264.99 11,190.19 0.00 0.00 9,612.36 2,651.61 37.32 0-2 V1S 3,385.25 10,805.56 0.00 0.00 1,588.10 2,364.05 18.12 2-21/8 W3 3,385.25 10,805.56 10,435.80 1,970.28 1,254.71 4,449.60 22.01 3-0 1/8 W4 2,843.94 17,449.46 10,435.80 1,970.28 4,646.16 1,616.96 28.36 4-4 1/8 W5 2,843.94 17,449.46 15,929.12 3,717.59 1,218.94 3,122.16 28.36 6-4 1/8 i W6 * Symmetrical Standard Verticals ' Member 4,445.64 Joist Position 20,999.42 Max Tension 15,929.12 3,717.59 Max Comp. Length 2,077.59 1,218.94 28.36 8-4 1/8 V2 Interior 1,336.00 1,959.72: 15.11 0 j Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:30:32 PM NEW NII L L E N N 1 U M Location: Joist Description: Mark: RuII-nwr.. Chord Properties 1 Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA300/180 Q Material J76A 1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 I 1 ! BC Axial and Bending K: 1.00 j Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 80.59 Panel LE 0.4034 ' LL 360: 340.07 Interior Panel 0.0545 First LL 240: 510.11 Panel 0.9962 RE End Panel A18B = 1.3750 Max Bridg TC: 15-21/2 RE x Gap Between 0.118 Max Bridg BC: 13-81/8 Chords: Length 24.13 26.00 24.00 28.00 26.13 1.1250 I BendingLoad 312.00 312.00 0.001 312.00 312.00 Min Weld Len 2X 0.5000 Axial Load 11,190.19 10,805.56 20,999.42 11,496.61 11,995.00 Max Load Fillers TC: fa 6,164.04 12,547.09 24,383.90 13,349.52 6,607.36 22,261.66 1 Maximum K L/r 78.79 84.91 46.61 91.44 85.32 1 Max Load no Fillers TC: I 116 Fcr 31,757.84 29,513.46 42,656.07 27,129.53 29,363.87 651.95 Fa 19,054.70 17,708.07 25,593.641 16,277.71 17,618.32 212 OAU 1�' F'e 413,482.38 112,252.72 131,741.05 96,789.34 352,597.34 - 1 Cm 0.9925 0.9441 0.8760 0.9310 0.9906 BC Stress: 0,89 Panel Point Moment 1571.83 1571.83 0.00 1867.35 1867.35 Bc IIRZ: Mid Panel Moment 1157.41 741.56 0.00 884.74 1349.28 187.8669 ' Panel Point fb 1259.39 8047.17 0.00 9560.15 1496.17 TC Shear Stress: Mid Panel fb 968.31 1584.840.00! 1890.82 1128.84 12,225.61 'Fillers 0 0 1 6, 0 BC Shear Stress: 0 117,440.68 1 Panel Point Stress 7,423.42 20,594.26 24,383.90 22,909.67 8,103.53 l Mid Panel Stress Web Design Member Web Tension 0.3527 Allow Tension 0.7631 Web Comp 0.9527 Allow Comp 0.8879 Weld Qty 0.40921 Material W2 9,612.36 9,716.30 2,651.61 5,262.52 5.02 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,254.71 7,865.88 4,449.60 4,678.12 2.94 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,646.16 4,826.79 1,616.96 1,955.44 4.06 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,218.94 7,865.88 3,122.16 4,117.89 2.06 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,077.59 4,826.79 1,218.94; 1,955.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 i V2 * Symmetrical t 1 1,588.10 1,336.00 Joist 4,826.79 4 826.79 , 2,364.05 3,103.43 1,959.72 3,323.35 2.07 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 1 C10AB = 1.125 x 0.756 x .077 1 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: RI III 1 -]IN[; SV�iTP 1 TCX Design TCX Left TUKWILA, WA Date Run: 8/4/2014 12:30:32 PM Joist Description: Short Span Crimp 16KA300/180 TCX Right TCX Length 0-0 , ,TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth '2 1/2 BPL Length 2-6 7/8 BPL Length 2-9 1/4 Clear Bearing 0-4 3/8 1r Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 Total Load 300.00 Reqd TL Def L/80 0.00 i Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 '1 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 Reqd MI 0.0000; Seat Type: Lapped (Reinforce Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL ! Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM eat Type: Lapped (Reinfor Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: J76A 00 [Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:30:55 PM 'NEW MILLENNIUM Location: Joist Description: Mark: HI 111. ntrgr. SV STFMS ' Geometry Base Length: 'Working Length: 21-01/4 20-81/4 Variable ; Left End TUKWILA, Right WA Joist Depth: 16.00 End Effective Depth: 14.83 BC 4 @ Short Span Crimp Panel Length: 4-0 16KA300/180 Shape: Parallel Chords J78 BC Panel 13-0 1/8 3-4 1/8 1111111111111111111111111 i:I I I I I I 11] 11 111 111111 1111111 I I I; 1111 111.111 1111111 11 1111 ' TC Panel 2-2 1/8 2-4 1/8 First Half i1-4 1-4 First Diag. 14-4 1/8 4-8 1/8 Depth ' 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 21-0 1/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 21-0 1/4 , Uniform (plf) SM (1) 15.00 15.00 TC ! + 0-0 21-0 1/4 1 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-6 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 j Conc anywhere (lbs) CL (1) 2,200.00 0.00 TC + 10-6 1/8 0-0 1 Gross Uplift Stress Analysis j Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,738.06 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,770.59 1BC Compresion TC- I Minimum 1 1,442.65 Shear. Web Tension Max 25,640.41 Web 0-0 TC Comp.: Comp. Web 21-0 1/4 Max BC Tension 21,875.75 Length PP Dist. W2 2,130.42 11,828.13 0.001 0.00 13,640.44 984.10 37.21 0-2 V1S 2,252.95 11,453.15 0.00 0.00 2,954.24 4,077.15 17.89 2-21/8 W3 2,252.95 11,453.15 13,783.77' 1,239.91 447.95 6,310.16 21.82 3-01/8 W4 1,568.45 20,054.92 13,783.77 1,239.91 6,971.34 412.83 28.21 4-41/8 W5 1,568.45 20,054.92 21,875.75' 1,761.04 1,395.42 4,839.71 28.21 6-41/8 W6 I * Symmetrical Standard Verticals Member 1,817.68 Joist Position 25,640.41 Max Tension 21,875.751 Max Comp. 1,761.04 Length 3,698.26 1,852.00 28.21 8-41/8 i V2 I Interior 2,460.00 3,364.92 [ 14.83i 1 0 Job Number. v 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/201412:30:55 PM ' NEW M 1 L L E N N I U M 1 Location: Joist Description: Mark: RI III nwr. Chord Properties ' Chord Ss.,/"FMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA300/180 Q Material J78 TC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 121.76 Panel LE 0.4686 LL 360: 513.80 Interior Panel 0.0956 First LL 240: 770.71 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 19-01/4 RE Gap Between 0.133 Max Bridg BC: 22-10 5/8 Chords: :Length 24.13 26.00 24.00 28.00 26.13 1.1250 Bending Load 300.00 300.00 0.00. 300.00 Min Weld Len 2X:: 300.00 0.5000 Axial Load 11,828.13 11,453.15 25,640.41 12,320.00 12,805.88 fa 4,148.47 6,037.51 13,516.30 6,494.47 Max Load Fillers TC: 4,491.40' 45,263.10 Maximum K L/r 54.79 59.05 54.51 63.59 59.33 Max Load no Fillers TC: Fcr 40,145.55 38,747.44 40,236.73 37,200.85 38,652.34 39,424.88 Fa 24,087.33 23,248.46 24,142.04 22,320.51 23,191.40 Tc 6 169..675588 F'e 406,667.16 229,416.53 269,245.81 197,813.23 346,785.69 Cm 0.9949 0.9868 0.9664 0.9836 BC Stress: 0.9935 0,94 Panel Point Moment 11790.01 10050.05 7822.22 10992.87 12927.74 ' ec URz: ' Mid Panel Moment 10323.79 7839.75 6600.00 8525.29 11271.35 162.9881 Panel Point fb 6836.73 16356.75 12730.89 17891.21 7496.46 TC Shear Stress: Mid Panel fb 4960.00 5352.84 4506.361 5820.92 5415.26 ,7,709.38 Fillers 0 0 0 0 BC Shear Stress: 0 19,153.64 Panel Point Stress 10,985.20 22,394.26 26,247.19 24,385.68 11,987.86 Mid Panel Stress Web Design Member Web Tension 0.2535 Allow Tension 0.4234 Web Comp 0.7007 Allow Comp 0.4704 Weld Qty 0.2801 Material W2 13,640.44 15,132.12 984.10 7,981.32 5.81 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 447.95 10,795.89 6,310.16 7,060.17 3.29 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 6,971.34 7,865.88 412.83 4,260.91 4.60 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 1,395.42 9,029.40 4,839.71 5,223.96 2.76 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W6 3,698.26 4,826.79 1,852.00 2,152.19 3.23 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 V2 * Symmetrical 2,954.24 2,460.00 Joist 7,865.88 4,826.79 4,077.15 5,208.50 3,364.92; 3,411.13 2.69 x 0.102 2.94 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 STRESS ANALYSIS - PAGE 3 ' Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: 81111. flh Nf: SVSTFMS TCX Design TCX Left TUKWILA, WA Date Run: 8/4/2014 12:30:55 PM Joist Description: Short Span Crimp 16KA300/180 TCX Right TCX Length 0-0 : Length 0-0 TCX Type R, Rnfd. ,TCX 1 TCX Type R, Rnfd. TCX Depth 2 1/2 i TCX Depth 12 1/2 I BPL Length 2-7 1.7245 BPL Length 12-9 1/4 I Clear Bearing 0-3 7/8 Clear Bearing 10-4 1/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 Total Load Reqd TL Def L/80 300.00 Total Load 0.00 Reqd TL Def L/80 300.00 0.00, Live Load 180.00 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 i 0.00 Section Modulus 1.7245 Section Modulus 1.7245 Reqd SM 0.0000 Mom of Inertia 2.3578 Reqd MI Seat Type: Lapped (Reinforced) 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL 'Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL•+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Reqd SM Mom of Inertia Reqd MI Seat Type: Lapped (Reinforced) 0.0000 2.3578' 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: J78 /� Job Number. �/ 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:10 AM NEW MILLENNIUM Location: Joist Description: Mark: RI 111 Winn. SV STFMS i Geometry Base Length: Working Length: ' 11-61/4 : 11-21/4 Variable Left End TUKWILA, Right Joist Depth: 10.00 End WA Effective Depth. 9.21 BC 4 @ Short Span Round Panel Length:: 1-8 10K300/180 Shape: Parallel Chords J79 BC Panel 2-5 1/8 2-5 1/8 111111111111111111111111111111111111[IIIIIIJIIIIIi1111111111111111111111I111I111111111 'TC Panel 1-7 1/8 1-7 1/8 � First Half 0-10 0-10 First Diag. 3-3 1/8 3-3 1/8 ' 'Depth 10.00 Loads Load Type Category 10.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-6 1/4 '1 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 11-6 1/4 1 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 5-9 1/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 11-6 1/4 i Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,155.90 Compresion LE' 42.00 BC Tension 42.00 Reaction RE' 2,167.01 BC Compresion TC Minimum 1541.75 - Shear Web Tension Max 9,860.35 Web 0-0 TC Comp ' Comp. Web 11-6 1/4 Max BC Tension 7,533.33 Length PP Dist. W2 2,749.03 7,565.00 0.00 0.00 6,076.53 637.75 28.64 0-2 V1S 2,895.21 7,117.63 0.00, 0.00 464.16 1,453.29 13.59 1-71/8 W3 2,895.21 7,117.63 5,903.99, 685.42 206.70 2,001.40 13.59 2-5 1/8 W4 2,422.70 9,106.78 5,903.99, 685.42 1,263.18 103.35 13.59 3-3 1/8 W5 2,422.70 9,106.78 7,533.33; 837.49 103.35 1,164.75 13.59 4-1 1/8 W6 I * Symmetrical 2,265.20 Joist 9,860.35 7,533.33 837.49 426.53 799.87 13.59 4-11 1/8 0 STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 'Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 9:04:10 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI.IILMN6 Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 10K3001180 Q Material J79 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K: 11.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE 1Mom 22.11 First 0.7767 of Inertia: Panel LE 0.3969 LL 360: j 589.83 Interior Panel 0.0480 First LL 240: 884.74 Panel 0.9471 RE End Panel A16B = Max Bndg TC: 10-0 3/8 RE 1.3750 x 1 Gap Between 0.102 Max Bridg BC: j 15-6 3/8 Chords: Length 17.13 20.00 20.00 20.00 17.13 0.5000 Bending Load 300.00 0.00 0.00 0.00 300.00 Min Weld Len 2X 0 5000 Axial Load 7,565.00 7,117.63 9,860.35 7,117.63 7,565.00 , Max Load Fillers TC: fa 5,133.68 13,703.56 18,984.11 13,703.56 5,133.68 12,829.47 Maximum K L/r 66.53 77.70 46.53 77.70 66.53 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 40,759.98 31,173.78 34,852.79 9,812.15 Fa 20,911.67 18,704.27 24,455.99 18,704.27 20,911.67 172..8402 8402 TC : F'e 812,211.94 132,181.47 132,181.47 132,181.47 812,211.94 , Cm 0.9968 0.9482 0.9038 0.9482 0.9968 BC Stress: 0.48 Panel Point Moment 839.31 839.31 0.00 839.31 839.31 BC L/Rz: Mid Panel Moment 534.83 414.48 0.00 414.48 534.83 77.7001 Panel Point fb 733.61 8551.32 0.00 8551.32 733.61 TC Shear Stress: Mid Panel fb 622.82 1713.63 0.00 1713.63 622.82 10,411.07 Fillers 0 0 1 0 0 BC Shear Stress: Panel Point Stress 5,867.30 22,254.88 18,984.11 22,254.88 5,867.30 110,411.07 Mid Panel Stress Web Design 1 Member Web Tension 0.2651 Allow Tension 0.7941 Web Comp 0.7763 I Allow Comp 0.7941 Weld Qty 0.2651 I Material W2 6,076.53 6,776.60 637.75 2,294.47 2.31 x 0.177 1 R056 = round 9/16 V1S 464.16 5,947.89 1,453.29 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W3 206.70 5,947.89 2,001.40 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W4 1,263.18 5,947.89 103.35 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W5 103.35 5,947.89 1,164.75 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 * Symmetrical 426.53 Joist 5,947.89 799.87 3,479.39 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM,Location: TUKWILA, WA Fl1111. ninon SYSTRMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K300/180 TCX Rioht TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. i TCX Type . R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-0 3/4 ' BPL Length 2-0 3/4 Clear Bearing 0-7 3/8 Clear Bearing 0-7 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 ; Total Load 300.00. Reqd TL Def L/80 0.00 ;Reqd TL Def L/80 0.00. Live Load 180.00 .Live Load 180.00 Reqd LL Def U120 0.001 Reqd LL Def L/120 0.00, Section Modulus 0.85871' Section Modulus 0.8587. Reqd SM 0.0000 Reqd SM 0.0000. Mom of Inertia 1.2263 Mom of Inertia 1 1.2263 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL ; Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM ' Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX 'Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:04:10 AM Mark: J79 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:17 AM NEW MILLENNIUM, Location: Joist Description: Mark: aiuI. [ IIIA SVSTFMS Geometry Base Length: 11-61/4 Variable Working Length: 11-21/4 Left End TUKWILA, Right WA Joist Depth: 10.00 End 1EffectiveDepth: 9.21 [BC 4 @ Short Span Round Panel Length: 1-8 10K3001180 Shape: Parallel Chords J79A j BC Panel 2-5 1/8 2-5 1/8 1111111111111111111111111'111111111111PIIIIIIJ111111111111111111;111111111111111111111111 TC Panel 1-7 1/8 1-7 1/8 First Half 0-10 0-10 First Diag. 3-3 1/8 3-3 1/8 Depth Loads Load Type 10.00 Category 10.00 Load1 Load2 Position Direction Loc/Begin _ Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-6 1/4 Uniform (pif) LL (1) 180.00 180.00 TC + 0-0 11-6 1/4 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 5-9 1/8 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 11-6 1/4 Uniform (pif) SM (1) 15.00 15.00 TC + 0-0 11-6 1/4 Gross Uplift Stress Analysis Int. Panel TC: 20.00 1 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,223.03 Compresion LE: 42.00 12,234.14 BC Tension 42.00 Reaction RE: IBC Compresion TC- Minimum 1558.53 Shear. Web Tension Max 10,099.63 Web 0-0 TC Comp.: Comp. Web 11-6 1/4 Max BC Tension 7,772.61 Length PP Dist. W2 2,749.03 7,737.54 0.00 0.00 6,258.74 637.75 28.64 0-2 V1S 2,895.21 7,270.01 0.00 0.00 436.75 1,481.90 13.59 1-71/8 W3 2,895.21 7,270.01 6,099.83 685.42 206.70 2,060.46 13.59 2-51/8 W4 2,422.70 9,324.34 6,099.83 685.42 1,292.71 103.35 13.59 3-31/8 W5 2,422.70 9,324.34 7,772.61 837.49 103.35 1,194.28 13.59 4-1 1/8 W6 * Symmetrical 2,265.20 Joist 10,099.63 7,772.61 837.49 426.53 824.64 13.59 4-11 1/8 G1 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:17 AM NEW MILLENNIUM Location: Joist Description: Mark: R1111_rliNfi Chord Properties Chord SYSTPMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 10K3001180 Q Material J79A TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysts Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 22.11 Panel LE 0.3969 LL 360: i 589.83 Interior Panel 0.0480 First LL 240: 884.74 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-0 3/8 RE Gap Between 0.102 Max Bridg BC: 15-6 318 Chords: Length 17.13 20.00 20.00 20.00 0.5000 17.13 Bending Load 312.00 0.00 0.00 0.00 Min weld Len 2x 312.00 0.5000 Axial Load 7,737.54 7,270.01 10,099.63 7,270.01 7,737.54 Max Load Fillers TC: • fa 5,250.78 13,996.95 19,444.80 13,996.95 5,250.78 12,829.47 Maximum K Ur 66.53 77.70 46.53 77.70 66.53 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 40,759.98 31,173.78 34,852.79 9,812.15 Fa 20,911.67 18,704.27 24,455.99 18,704.27 20,911.67 172.8402 1F'e 812,211.94 132,181.47 132,181.47 132,181.47 812,211.94 Cm 0.9968 0.9471 0.9014 0.9471 BC Stress: 0.9968, 0.50 Panel Point Moment 872.88 872.88 0.00 872.88 872.88 BC URz: Mid Panel Moment 556.23 431.06 0.00 431.06 556.23 77.7001 Panel Point fb 762.96 8893.37 0.00 , 8893.37 762.96 TC Shear Stress: Mid Panel fb 647.73 1782.18 0.00; 1782.18 647.73 10,723.27 I Fillers 0 0 1 0 0 BC Shear Stress: 10,723.27 Panel Point Stress 6,013.73 22,890.32 19,444.80 22,890.32 , 6,013.73 Mid Panel Stress Web Design Member Web Tension 0.2715 Allow Tension 0.8125 Web Comp 0.7951 Allow Comp 0.8125 Weld Qty 0.2715 Material W2 6,258.74 6,776.60 637.75 2,294.47 2.37 x 0.177 1 R056 = round 9/16 V1S 436.75 5,947.89 1,481.90 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W3 206.70 5,947.89 2,060.46 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W4 1,292.71 5,947.89 103.35 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W5 103.35 5,947.89 1,194.28 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 ' Symmetrical 1 I 426.53 Joist 5,947.89 824.64 3,479.39 2.00 x 0.170 1 R050 = round 1/2 NEW MILLENNIUM R1.111_nINr. sVSrF.AS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K3001180 1 TCX Length 0-0 j TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-0 3/4 BPL Length 2-0 3/4 Clear Bearing 0-7 3/8 Clear Bearing 0-7 3/8 BPL Material: A28B = 1.73.50 Total Load x0.150 300.00 BPL Material: A28B = [Total Load 1.735.0 x 0.150 300.001 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.001 Reqd LL Def L/120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.8587 Section Modulus 0.8587 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.2263 Mom of Inertia 1.2263 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:04:17 AM Mark: J79A 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:17:57 PM NEW MILLENNIUM Location: Joist Description: Mark: RIM MINI:. SVSTFMS Geometry Base Length: Working Length: 25-91/2 25-51/2 Variable Left End TUKWILA, Right WA Joist Depth: 16.00 End Effective Depth: 15.09 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J8 BC Panel 2-10 3/4 2-10 3/4 TC Panel 2-5 3/4 2-5 3/4 - - - - - - First Half 2-0 2-0 First Diag. 4-10 3/4 4-10 3/4 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 25-9 1/2 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 25-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-10 3/4 0-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 2-11 3/4 2-11 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 25-9 1/2 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC' WL (2) TC Reaction 4,054.36 Compresion LE' 350.00 BC Tension 0.00 Reaction RE. 4,059.26 BC Compresion TC- Minimum 1,014.82 Shear. Web Tension Max 19,723.89 Web 2-11 3/4 TC Comp ' Comp. Web 2-11 3/4 Max BC Tension 20,566.69 Length PP Dist. W2 1,730.32 7,574.09 0.00 0.00 8,925.26 1,905.22 36.06 0-2 V1S 1,605.46 7,354.74 0.00 0.00 397.04 1,413.95 15.90 2-53/4 W3 1,605.46 7,354.74 11,852.37 2,274.14 799.14 5,607.68 28.35 2-10 3/4 W4 2,680.17 15,366.73 11,852.37 2,274.14 4,446.14 624.91 28.35 4-10 3/4 ' W5 2,680.17 15,366.73 17,990.56 2,952.63 467.12 3,246.85 28.35 6-10 3/4 W6 3,091.50 19,723.89 17,990.56 2,952.63 2,194.90 397.28 28.35 8-10 3/4 W7 * Symmetrical Standard Verticals Member 3,091.50 Joist Position 19,723.89 Max Tension 20,566.69 3,096.81 Max Comp. Length 397.28 1,906.33 28.35 10-10 3/4 V2 Interior 280.00 1,147.96 15.09 0 ; Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814120141:17:57 PM NEW MILLENNIUM I Location: Joist Description.: Mark: RI lit riING Chord Properties Chord STFM4 Area ITUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material J8 TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC Axial and Bending K: l' 1.00 j I Top Chord 0.3564 Analysis sis Fy: 50,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 84.82 Panel LE 0.4390 r LL 360: i 192.05 Interior Panel 0.0775 First LL 240: 288.08 Panel 0.9928 RE End Panel A22B = 1.5000 x Max Bridg TC: 14-6 RE ' Gap Between i 0.129 Max Bridg BC: 17-1 3/4 Chords: ' Length 27.75 29.00 24.00 29.00 27.75' 1.1250 1 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X:0.5000 ' Axial Load 7,574.09 7,354.74 19,723.89 7,354.74 7,574.09 Max Load Fillers TC: fa 9,755.39 9,472.88 25,404.28 9,472.88 9,755.39 19,744.75 Maximum K Ur 94.23 98.47 48.37 98.47 94.23 Max Load no Fillers TC: i Fcr 26,077.60 24,571.08 41,965.59 24,571.08 26,077.60 14,438.62 Fa 15,646.56 14,742.65 25,179.36 14,742.65 TCOAURy' 15,646.56 266..9745 9745 : 26 ' F'e 91,513.52 83,794.45 122,345.71 83,794.45 91,513.52 Cm 0.9467 0.9435 0.8609 0.9435 0.9467 BC Stress: 0.96 Panel Point Moment 2017.09 2017.09 0.00 2017.09 2017.09 BC URz: Mid Panel Moment 1324.10 789.49 0.00 789.49 1324.10 171.6124 ! Panel Point fb 11872.57 11872.58 0.00 11872.58 11872.57 TC Shear Stress: Mid Panel fb 3245.15 1934.91 0.00 1934.91 3245.15 12,717.23 I Fillers 0 0 8 0 0 BC Shear Stress: 13,48. 5.94 (Panel Point Stress 21,627.96 21,345.46 25,404.281 21,345.46 21,627.96 Mid Panel Stress Web Design i Member Web Tension 0.7348 Allow Tension 0.7096 Web Comp 1.00891 - Allow Comp 0.7096 Weld Qty 0.7348i Material W2 8,925.26 9,716.30 1,905.22 5,428.41 4.66 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 799.14 10,795.89 5,607.68 6,207.48 2.93 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 4,446.14 4,826.79 624.91 1,968.64 3.89 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 467.12 7,865.88 3,246.85 4,127.55 2.14 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,194.90 4,826.79 397.28 1,968.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 397.28 397.04 4,826.79 4,826.79 1,906.331 1,413.95 1,968.64 3,267.15 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,147.96 3,329.11 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW MI LLEN N I UM 'Location: TUKWILA, WA RI 114 f11Nf: '"i V riTFM4 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 ',BPL Length 0-4 BPL Length '0-4 Clear Bearing 0-4 1/4 Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00. Reqd TL Def L/80 0.00 , Reqd TL Def L/80 0.00; Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 j 0.00 Section Modulus 0.0000, Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX 1 Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/412014 1:17:57 PM Mark: J8 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:34:12 PM NEW M I L L E N N I UM 1 Location: Joist Description: Mark: RI III rllNr: SVSTFMS Geometry Base Length: Working Length: 11-7112 11-31/2 Variable Left End ITUKWILA, Right Joist Depth: 10.00 End WA Effective Depth: 9.21 BC 4 @ Short Span Round Panel Length: 1-8 10K300/180 Shape: Parallel Chords J82 BC Panel 2-5 1/8 2-6 3/8 111111111111111111111111ri11111IIIII1111111LI1111111111111111111111111111111,111111111111 TC Panel 1-7 1/8 1-8 3/8 • First Half 0-10 0-10 , First Diag. 3-3 1/8 3-4 3/8 Depth 10.00 ILoads Load Type Category 10.00 _ Load1 Load2 Position 1 Direction Loc./Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-7 1/2 Uniform (pif) LL (1) 180.00 180.00 TC + 0-0 11-7 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 5-9 3/4 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 11-7 1/2 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC. WL (2) TC Reaction 2,171.53 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 2,184.95 IBC Compresion TC Minimum 1546.24 [ - Shear. Web Tension Max 9,978.43 Web 0-0 TC Comp.: Comp. Web 11-7 1/2 Max BC Tension 7,698.17 Length PP Dist. W2 2,735.68 7,605.85 0.001 0.00 6,090.57 644.56 28.64 0-2 V1S 2,881.86 7,312.93 0.00 0.00 480.04 1,476.93 13.591-71/8 W3 2,881.86 7,312.93 6,102.78 708.50 209.93 2,008.06 13.59 2-5 1/8 W4 2,399.51 9,271.96 6,102.78 708.50 1,269.84 106.58 13.59 3-3 1/8 W5 2,399.51 9,271.96 7,698.17 855.81 106.58 1,171.41 13.59 4-1 1/8 W6 " Symmetrical I I 1 1 2,23.2.16 Joist 9,978.43 7,698.17 855.81 806.49 806.49 13.59 4-11 1/8 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:34:12 PM NEW MILLENNIUM Location: Joist Description: Mark: RI III num': Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz I Ryy Y Short Span Round Ix 10K300/180 Q Material J82 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 ' BC ' Axial and Bending K• 1.00 Top Chord 0.2597 Analysis 1 Fy 150,000.00 Check 0.4298 End Fly 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia' 22.11 Panel LE Interior 0.3969 LL 360 573.65 Panel 0.0480 First LL 240• 860.48 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-01/4 RE cap Between 0.102 Max Bridg BC: 15-6 3/8 Chords: Length 17.13 20.00 20.00 20.00 18.38 0.5000 BendingLoad 300.00 0.00 0.00 0.00 300.00 Min Weld Len 2X• 0.5000 Axial Load 7,605.85 7,158.49 9,978.43! 7,312.93 7,775.36 Max Load Fibers TC: fa 5,161.41 13,782.22 19,211.45 14,079.58 5,276.44 12,829.47 Maximum K L/r 66.53 77.70 46.531 77.70 71.39 j Max Load no Fillers TC: Fcr � 34,852.79 31,173.78 40,759.981 31,173.78 33,273.25! 9,812.15 Fa 20,911.67 18,704.27 24,455.991 18,704.27 TC OAL/Ryy: 19,963.95:. 174.4495 F'e 812,211.94 132,181.47 132,181.471 132,181.47 705,465.56 Cm 0.9968 0.9479 0.90261 0.9467 BC Stress: 0.9963 0.49 Panel Point Moment 839.31 839.31 0.00 838.36 838.36' BC URz: Mid Panel Moment 534.83 414.48 0.00 414.83 479.68 .77.7001 Panel Point fb 733.61 8551.32 0.00 8541.68 732.79 1 TC Shear Stress: Mid Panel fb 622.82 1713.63 0.00 1715.06 558.60 110,549.10 Fillers 0 0 1 0 0 BC Shear Stress: 10,549.10 Panel Point Stress 5,895.02 22,333.54 19,211.45 22,621.26 6,009.23 Mid Panel Stress Web Design ' Member Web Tension 0.2665 Allow Tension 0.7984 Web Comp 1 0.7856 Allow Comp 0.8145 Weld Qty 0.2819, Material W2 6,090.57 6,776.60 644.561 2,294.47 2.31 x 0.177 1 R056 = round 9/16 V1S 480.04 5,947.89 1,476.93! 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W3 209.93 5,947.89 2,008.06, 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W4 1,269.84 5,947.89 106.58 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W5 106.58 5,947.89 1,171.41 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 * Symmetrical 806.49 Joist 5,947.89 806.49 3,479.39 2.00 x 0.170 1 • R050 = round 1/2 ;Job Number 5814-0005 .NEW MILLENNIUM!Location: TUKWILA, WA 0111111-111•11-. S VSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Round 10K3001180 TCX Left TCX Right TCX Length 0-0 TCX Length 10-3 TCX Type R, Rnfd. TCX Type I R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-0 3/4 BPL Length 2-5 Clear Bearing 0-7 3/8 Clear Bearing 0-10 5/8 BPL Material: A28B = [Total Load 1.7350 x 0.150 300.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 Reqd TL Def L/80 0.00 Reqd TL Def U80 j 0.04' Live Load 180.00 Live Load j 180.00 Reqd LL Def U120 - 0.00 Reqd LL Def U120 0.03, Section Modulus 0.8587 Section Modulus 0.8587 Reqd SM 0.0000 Reqd SM 0.01041 Mom of Inertia 1.2263, Mom of Inertia 1.2263' 1 Regd MI J ., v J 0.0000 Reqd MI 0.0011 i Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/201412:34:12 PM Mark: J82 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III fllNr SVSTFM. Geometry Base Length: Working Length: 43-31/4 42-11 1/4 Variable Left End TUKWILA, Right � /� Joist Depth: 30.00 End WA Effective Depth: 28.91 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J9 BC Panel 5-0 4-0 1/4 111 1 TC Panel 3-0 2-6 1/4 I 1'1111 I 1111111 I 111111111.1 IJ 11 IJ 11 IJ 1,1 IJ 1,1 IJ 1,1 IJ :1 U 1.1 U 1.11 111111.1111.1111,1 1111,11111 First Half 1-2 1-1 First Diag. 6-2 5-1 1/4 Depth , 30.00 Loads Load Type Category 30.00 Load1 Load2 Position ; Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC j + 0-0 43-3 1/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-3 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-7 5/8 0-0 1 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 43-3 1/4 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 6,505.44 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 6,508.34 BC Compresion TC- Minimum 1,627.09 Shear. Web Tension Max 28,754.70 Web 0-0 TC Comp.: Comp. Web 43-3 1/4 Max BC 28,935.74 Length Tension PP Dist. W2 1,689.36 13,506.89 0.00 0.00 13,691.94 1,887.64 64.81 0-2 V1S 1,584.77 12,887.47 0.00 0.00 220.93 1,874.73 37.58 3-0 W3 1,584.77 12,887.47 13,499.45 1,931.54 795.72 5,776.36 32.13 5-0 W4 2,435.94 18,257.18 13,499.45 1,931.54 6,225.87 847.74 37.58 6-2 W5 2,435.94 18,257.18 20,174.99' 2,870.62 738.58 5,437.65 37.58 8-2 W6 3,235.57 23,408.12 20,174.99 2,870.62 4,709.87 629.41 37.58 10-2 W7 3,235.57 23,408.12 24,991.26 3,530.81 520.25 3,921.65 37.58 12-2 W8 3,756.32 26,907.29 24,991.26 3,530.81 3,193.88 411.08 37.58 14-2 W9 3,756.32 26,907.29 27,948.26 3,912.10 301.91 2,405.65 37.58 16-2 1 W10 3,998.17 28,754.70 27,948.26 3,912.10 2,114.56 292.96 37.58 18-2 W11 Symmetrical Standard Verticals ' Member 3,998.17 Joist Position 28,754.70 Max Tension 28,935.741 4,014.51 Max Comp. Length 292.96 2,114.56 37.58 20-2 V2 Interior - 280.00 1,193.27 28.91 v 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW MILLENNIUM Location: Joist Description: Mark: RI iu_nwr. Chord Properties Chord SV STFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material J9 t TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending K: ,1.00 Top Chord 0.5206 Analysis Fy: 150,000.00 Check 0.55.80 End Fb: 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia: 449.52 Panel LE 0.5292 LL 360: 1212.15 Interior Panel 0.1621 First LL 240: 318.23 Panel 1.0000 RE End Panel A30B = Max Bridg TC: 17-31/8 RE 1.7970 x Gap Between 0.158 Max Bridg BC: 1 20-2 318 1 Chords: Length 34.00 38.00 24.00 31.00 28.25 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X. 0.5000 Axial Load 13,506.89 12,887.47 28,754.70 11,091.37 11,473.67 fa 6,543.40 11,610.34 25,905.14 9,992.23 5,558.41 Max Load Fillers TC: 29,402.15 Maximum K L/r 95.67 106.92 40.45 87.23 79.49 Max Load no Fillers TC: Fcr 25,462.22 21,612.14 43,710.27 28,451.40 31,216.54 23,827.48 Fa 15,277.33 12,967.28 26,226.16 17,070.84 18,729.92 TC yy: 4008.8596.859OAU9 F'e 206,549.72 69,771.69 174,913.73 104,839.04 299,188.94 Cm 0.9842 0.9168 0.9008 0.9523 0.9907 Stress: B. 0.93 Panel Point Moment 3202.54 3202.54 0.00 2099.79 2099.79 BC L/Rz: Mid Panel Moment 1929.53 1566.93 0.00 1002.76 1369.13 144.1009 Panel Point fb 2382.79 11060.56 0.00 7252.02 1562.31 TCShearStress: Mid Panel fb 1365.64 2230.51 0.00 1427.43 969.01 14,035.79 II Fillers 0 0 8 0 0 BC Shear Stress: Panel Point Stress 8,926.19 22,670.90 25,905.14 17,244.24 115,110.45 7,120.72 Mid Panel Stress Web Design Member Web Tension 0.4711 Allow Tension 0.9807 Web Comp 0.9878 Allow Comp 0.6341 Weld Qty 0.3266j Material W2 13,691.94 15,132.12 1,887.64' 3,385.65 5.84 x 0.158 1 C32BA = 1.125 x 1.520 x .158 1 W3 li 795.72 14,453.10 5,776.36 7,206.38 2.59 x 0.150 1 C28BB = 1.125 x 1.344 x .150 � I W4 6,225.87 7,865.88 847.74 3,011.18 4.11 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 738.58 14,453.10 5,437.65 6,347.12 2.44 x 0.150 1 C28BB = 1.125 x 1.344 x •.150 W6 4,709.87 4,826.79 629.41 1,006.95 4.12 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' W7 W8 520.25 3,193.88 _ 10,795.89 4,826.79 3,921.65 411.08 4,793.99 1,006.95 2.05 x 0.129 2.79 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 301.91 7,865.88 2,405.65 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,114.56 4,826.79 292.96 1,006.95 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 W11 292.96 7,865.88 2,114.56 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 11 V1 220.93 7,865.88 1,874.73 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 Symmetrical 2.8.0_.0.0_ Joist 4,826.79 1,19.3.27 1,700.69 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA P1lll. nl Nf: SV STF A TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Left TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. 1 TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 3-5 1/4 BPL Length 2-10 7/8 Clear Bearing 0-4 1/8 Clear Bearing '0-4 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00. Reqd TL Def L/80 0.00 Reqd TL Def L/80 I 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3440 Section Modulus 1.3440 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.7220 Mom of Inertia 1.7220 Reqd MI 0.0000 .Reqd MI 0.0000 eat Type: Lapped (Reinforce Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX j Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX 'Case 5b: 0.6(DL)+WL-AX ' Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:04:32 AM Mark: J9 _ Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit ill-OING SV Geometry Base Length: 43-31/4 Variable STFMS Working Length: 42-11 1/4 Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.81 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords J9A 1 BC Panel 5-0 4-0 1/4 I TC Panel 3-0 2-6 1/4 I I 111111111 I 111111 I 11'111 III '-, 11111,1) 111 IJ I 1 IJ lil IJ,.11I IJ Iil IJ Iil IJ III LI II111 I I I1 hI 11 ISI 1110 I 111111111 First Half 1-2 1-1 First Diag. 6-2 5-1 1/4 Depth Loads Load Type 30.00 Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-3 1/4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-3 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-7 5/8 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 0-0 14-6 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 43-3 1/4 Uniform (plf) CL (1) 24.00 24.00 TC + 0-0 43-3 1/4 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 14-6 29-0 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 29-0 43-3 1/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-3 1/4 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 0-0 14-6 Conc Load (lbs) SM (2) 1,000.00 0.00 TC 1 - 14-6 29-0 1 1 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (Ibs) TC Summary Max Panel 48.00 Tension BC: SM (2) TC Reaction 7,837.10 Compresion LE: 1,000.00 BC Tension Reaction 7,847.94 0.00 RE: BC Compresion TC Min 1,961.99 mum Shear. Web Tension Max 38,711.98 Web 29-0 TC Comp.. Comp. Web 43-3 1/4 1MaxBC 36,059.23 Length Tension PP Dist. W2 3,009.27 16,771.68 0.00 0.00 16,749.25 4,457.98 64.76 0-2 V1S 3,009.27 16,089.99 0.00 0.00 1,429.12 2,837.26 37.50 3-0 W3 3,009.27 16,089.99 16,016.54 3,735.65 2,049.71 7,180.26 32.03 5-0 W4 4,980.86 23,446.46 16,016.54 3,735.65 7,927.06 2,451.11 37.50 6-2 W5 4,980.86 23,446.46 24,421.92 6,226.08 2,330.03 7,065.71 37.50 8-2 W6 7,471.29 30,942.93 24,421.92 6,226.08 6,355.71 2,330.03 37.50 10-2 W7 7,471.29 30,942.93 31,009.47 8,716.51 2,208.96 5,494.36 37.50 12-2 W8 9,267.46 36,100.86 31,009.47 8,716.51 4,784.36 2,208.96 37.50 14-2 W9 W10 9,267.46 10,091.68 36,100.86 38,711.98 34,633.65 34,633.65 9,679.57 9,679.57 1,215.58 2,558.78 3,268.78 1,215.58 37.50 37.50 16-2 18-2 W11 * Symmetrical Standard Verticals r Member 10,091.68 Joist Position 38,711.98 Max Tension 36,059.23 Max Comp. 10,28.2.49 Length _ 1,345.7.0 2,5.53.65 37.50 20-2 V2 Interior 1,232.00 1,940.80 28.81 G, I Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW MILLENNIUM, Location: Joist Description: Mark: RN NII fllNl: Chord Properties ' Chord SVSTFMS Area TUKWILA, Rx WA Rz I Ryy Y Short Span Crimp Ix 30K280/170 Q Material J9A TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 BC Axial and Bending K: 1.00 Top Chord 0.6209 Analysis Fy: 50,000.00 Check 0.6011 End Fb: 30,000.00 Panel 0.3559 LE First 1.2877 Mom of Inertia: 551.45 Panel LE 0.5763 LL 360: 260.25 Interior Panel 0.2243 , First LL 240: 390.38 Panel 1.0000 RE End Panel A34A = 1.9380 x Max Bridg TC: 18-3 5/8 RE ; Gap Between 0.176 Max Bridg BC: 14-5 5/8 Chords: Length 34.00 38.00 24.00 31.00 1.1250 28.25 J Bending Load 304.00 304.00 0.00' 304.00 Min weld Len 2x: 304.00 ' 0 5000 Axial Load 16,771.68 16,089.99 38,711.98 13,678.76 14,099.491 Max Load Fillers TC: fa 7,045.15 11,280.14 27,139.64 9,589.71 5,922.66, 39,053.89 Maximum K L/r 88.75 99.19 37.23 80.92 73.74 Max Load no Fillers TC: Fcr 28,109.69 24,352.53 ' 45,180.431 30,977.51 33,596.96 32 438.42 , Fa 16,865.82 14,611.52 27,108.26 18,586.51 20,158.18 38.6104: 383.6104 F'e 202,661.53 82,359.01 206,469.451 123,752.77 t 293,556.881 . Cm 0.9826 0.9315 0.9119' 0.9613 0.9899' BC Stress: � 0.97 Panel Point Moment 3488.47 3488.47 0.00, 2295.22 2295.22 BCL/Rz: Mid Panel Moment 2091.11 1697.38 0.00 1083.31 1481.33,134.8693 Panel Point fb 2387.44 8606.97 0.00 5662.90 1570.80 i TC Shear Stress: Mid Panel fb 1251.75 1764.11 0.00 1125.91 886.73 ;13,617.62 Fillers 0 0 8 0 01115 I l BC Shear Stress: Panel Point Stress 9,432.59 19,887.11 27,139.64 15,252.61 1,802.62 7,493.46 1 Mid Panel Stress Web Design Member Web Tension 0.4564 Allow Tension 0.8351 Web Comp 1.0012 Allow Comp 0.5528 Weld Qty 0.3207; Material W2 16,749.25 21,417.86 4,457.98 6,087.68 5.29 x 0.230 1 WR10A20B = Wrapped R100 with W3 2,049.71 14,453.10 7,180.26 7,263.07 3.22 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 7,927.06 9,029.40 2,451.11 3,506.55 4.52 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W5 2,330.03 16,813.47 7,065.71 7,084.80 3.01 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W6 6,355.71 7,865.88 2,330.03 3,066.76 4.20 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W7 W8 2,208.96 4,784.36 14,453.10 7,865.88 5,494.36 6,408.69 2,208.96 3,066.76 2.47 x 0.150 3.16 x 0.102 1 1 C28BB = 1.125 x 1.344 x .150 C16BB = 1.125 x 1.025 x .102 W9 1,215.58 9,029.40 3,268.78, 3,506.55 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W10 2,558.78 5,787.30 1,215.58 1,356.37 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W11 1,345.70 7,865.88 .2,553.65, 3,066.76 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 1,429.12 7,865.88 2,837.26 3,066.76 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 * Symmetrical I 1,232.00 Joist 5,787.30 1,940.80, 2,276.58 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 NEW MILLENNIUM FII III. f]INr. SYSTFMS TCX Design TCX Left , Job Number: 15814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. ' TCX Type R, Rnfd. TCX Depth 2 1/2 i ,1 TCX Depth 2 1/2 BPL Length 3-5 1/4 j l BPL Length 2-11 Clear Bearing 0-4 1/4 1.9486 Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 i BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00: Reqd TL Def U80 0.00 1Reqd TL Def U80 0.00 !Live Load 170.001 Reqd LL Def L/120 0.00 Live Load 170.00 Reqd LL Def L/120 0.00 1 Section Modulus 1.4612 Section Modulus 1.46121 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.9486 'Mom of Inertia 1.9486 I Regd MI i 0.0000 Reqd MI 0.0000 ii Seat Type: Lapped (Reinforced) Load Combinations 1 Case 1: DL Case 2a: LL ' Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX ' Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM i Case 5f: 0.6(DL)+WL-AX+SM 'Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+I P) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 12(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 12(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:04:37 AM Mark: J9A 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/2014 9:04:43 AM NEW /MILLENNIUM Location: Joist Description: Mark: RIM nuvr. SVSTFMS Geometry Base Length: ' Working Length: 43-0 42-8 Variable Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.93 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords TJ10 BC Panel 5-0 3-9 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIlIII111111111111111111111II11IIIIIIIIIIII1IIIIIIIIIIIIII TC Panel 3-0 2-5 1 First Half '1-2 1-1 i 1 First Diag. 16-2 4-10 Depth 130.00 Loads Load Type Category 30.00 Load1 Load2 Position , Direction Loc./Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-0 :'1 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 43-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-6 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Gross Uplift Stress Analysis i Int. Panel TC 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC WL (2) TC Reaction 6,467.49 Compresion LE 42.00 BC Tension 42.00 I Reaction RE 6,470.41 BC Compresion TC- , Minimum 1,617.60 Shear Web Tension Max 28,458.73 Web 0-0 TC Comp . Comp. Web 43-0 Max BC Tension 28,543.08 Length PP Dist. W2 1,676.87 13,432.61 0.00 0.00 13,599.88 1,873.93 64.82 0-2 V1S 1,572.35 12,813.59 0.00 0.00 220.87 1,872.62 37.59 3-0 W3 1,572.35 12,813.59 13,396.42 1,916.14 789.31 5,733.04 32.14 5-0 W4 2,415.50 18,135.60 13,396.42 1,916.14 6,276.86 854.91 37.59 6-2 W5 2,415.50 18,135.60 20,004.77 2,845.18 745.77 5,488.49 37.59 8-2 11 W6 3,205.19 23,227.35 20,004.771 2,845.18 4,760.90 636.64 37.59 10-2 W7 3,205.19 23,227.35 24,755.041 3,495.51 527.50 3,972.54 37.59 12-2 1 W8 3,716.16 26,668.39 24,755.04 j 3,495.51 3,244.95 418.36 37.59 14-2 W9 3,716.16 26,668.39 27,647.22 3,867.13 309.22 2,456.58 37.59 16-2 W10 3,948.42 28,458.73 27,647.22 3,867.13 2,101.68 291.03 37.59 18-2 W11 ' Symmetrical Standard Verticals Member 3,948.42 Joist Position 28,458.73 Max Tension 28,543.08 3,960.03 Max Comp. Length 291.03 2,101.68 37.59 20-2 V2 Interior 280.00 1,191.61 28.93 0 , Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:43 AM 1, NEW MILLENNIUM , Location: Joist Description: Mark: HI III lLNR Chord Properties Chord SV STFMS Area 1 TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material TJ10 TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 1 Axial and Bending ' I K: 1.00 Top Chord 0.4771 Analysis Fy: 50,000.00 Check 0.5392 End Fb: 30,000.00 Panel 0.3214 LE First 1.2009 Mom of Inertia: 429.87 Panel LE Interior 0.5106 LL 360: 206.76 Panel 0.1387 , First LL 240: 310.14 Panel 1.0000 RE End Panel A28B = 1.7350 x Max Bridg TC: 17-31/4 RE Gap Between 0.150 Max Bridg BC: 19-0 3/4 Chords: Length!34.00 38.00 24.00', 29.00 27.001.1250 1 Bending Load 280.00 280.00 0.00, 280.00 280.00 Min Weld Len 2X: 10 5000 Axial Load 13,432.61 12,813.59 28,458.73 10,521.38 10,842.35 1 Max Load Fillers TC: fa 6,507.42 11,543.78 25,638.49 9,478.72 5,252.57 29,402.15 Maximum K Ur 95.67 106.92 40.45 81.60 75.97 Max Load no Fillers TC: Fcr 25,462.22 21,612.14 43,710.27 30,462.80 32,468.19 23,827.48 FaTC 15,277.33 12,967.28 26,226.16 18,277.68 19,480.92 404.2 36 1 F'e 206,549.72 69,771.69 174,913.73 119,798.23 327,532.91 Cm 0.9842 0.9173 0.9018 0.9604 0.9920 BC Stress: 1.00 1 Panel Point Moment 3202.54 3202.54 0.00 1833.07 1833.07 BC L/Rz: Mid Panel Moment 1929.53 1566.93 0.00, 854.59 1278.9911 149.3466 Panel Point fb 2382.79 11060.56 0.00 6330.85 1363.861 TC Shear Stress: Mid Panel fb 1365.64 2230.51 0.00; 1216.50 905.21 13,947.20 Fillers 0 0 8 0 0 BC Shear Stress: i • Panel Point Stress 8,890.21 22,604.34 25,638.49; 15,809.56 ,16,444.85 6,616.43, Mid Panel Stress Web Design Member Web Tension 0.4687 Allow Tension 0.9754 Web Comp I 0.97761 Allow Comp 0.5592 Weld Qty 0.2974' Material W2 13,599.88 15,132.12 1,873.93 3,375.69 5.80 x 0.158 1 C32BA = 1.125 x 1.520 x .158 ' W3 789.31 14,453.10 5,733.04 7,195.07 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,276.86 7,865.88 854.91 3,000.05 4.14 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 745.77 14,453.10 5,488.49 6,334.73 2.46 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,760.90 4,826.79 636.64 1,002.74 4.16 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 527.50 3,244.95 10,795.89 4,826.79 3,972.54 418.36 4,779.24 1,002.74 2.07 x 0.129 2.84 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 _ C10AB = 1.125 x 0.756 x .077 W9 309.22 7,865.88 2,456.58 3,000.05 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,101.68 4,826.79 291.03 1,002.74 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 291.03 7,865.88 2,101.68 3,000.05 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 220.87 7,865.88 1,872.62 3,000.05 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 * Symmetrical 280.00 Joist 4,826.79 1,191.611 1,692.70 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 1 Job Number. 5814-0005 NEW MILLENNIUM I Location: TUKWILA, WA RI1111'111,6 SVgTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 3-5 1/4 BPL Length 2-9 1/2 !Clear Bearing 0-4 • Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 ! Total Load 280.00: Reqd TL Def L/80 0.00' Reqd TL Def L/80 0.00: Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.001i Reqd LL Def L/120 ! 0.001 Section Modulus 1.344011 Section Modulus 1.3440! Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.72201 Mom of Inertia 1.7220 Reqd MI 0.00001 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX 1 Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:04:43 AM Mark: TJ10 G Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM I NEW M1LLENNIUM Location: Joist Description: Mark: RIM. nlNr. SYSTEMS Geometry I Base Length: 117-6 Variable Working Length: 17-2 Left End TUKWILA, Right Joist Depth: 14.00 End WA _ Effective Depth: 13.20 BC 8 @ Short Span Round Panel Length: 1-8 14K280/170 Shape: Parallel Chords TJ12 BC Panel 2-2 5/8 1-11 3/8 IIIIIIIIIIIIIIII1111111Ii1111111IIII11IIIIIIILIIIIIIII-IIIIiIII1IIIIIIIIIII1I,1IIIIIIIi1IIII TC Panel 1-4 5/8 1-1 3/8 J � First Half 0-10 0-10 First Diag. 3-0 5/8 2-9 3/8 Depth Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 17-6 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 17-6 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-9 0-0 IAxial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 17-6 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,888.84 Compresion LE: 42.00 BC Tension Reaction 2,896.09 42.00 RE: BC Compresion TC Minimum L724.02 Shear. Web - Tension Max 13,011.14 Web 0-0 TC Comp.: Comp. Web 17-6 Max BC Tension 11,107.04 Length PP Dist. W2 2,795.04 7,228.09 0.00 0.00 5,753.61 708.89 27.94 0-2 V1S 3,016.53 6,990.91 0.00 0.00 446.88 1,180.51 16.56 1-45/8 W3 3,016.53 6,990.91 5,900.48 786.70 358.42 2,916.72 16.56 2-2 5/8 W4 2,283.99 9,421.27 5,900.48 786.70 2,331.25 270.60 16.56 3-0 5/8 W5 2,283.99 9,421.27 8,343.09 1,096.28 270.60 2,267.61 16.56 3-10 5/8 I W6 1,755.99 11, 319.46 8,343.09 1,096.28 1,682.15 182.78 16.56 4-8 5/8 W7 1,755.99 11,319.46 10,078.61 1,299.78 182.78 1,627.60 16.56 5-6 5/8 W8 1,432.55 12,589.47 10,078.61 1,299.78 1,042.13 113.07 16.56 6-4 5/8 W9 1,432.55 12,589.47 11,107.04 1,397.23 113.07 978.50 16.56 7-2 5/8 W10 * Symmetrical 1,392.92 Joist 13,011.14 11,107.04 1,397.23 _ 908.34 908.34 16.56 8-0 5/8 G' Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM NEW MILLENNIUM Location: Joist Description: Mark: RI 111 ninon Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA RzRyy Y Short Span Round Ix 14K2801170 Q Material TJ12 TC 0.2981 0.4274 0.2555 1 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 i BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy. 50,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia. 48.47 Panel LE 0.3969 LL 360. j 357.91 Interior Panel 0.0480 First LL 240: 536.87 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 10-1 5/8 RE 1.3750 x Gap Between 0.102 Max Bridg BC: 15-3 3/4 Chords: Length 14.63 20.00 20.00 20.00 11.38 0.5000 'Min Bending Load 280.00 0.00 0.00 0.00 280.00 weld Len 2X: 05000 ' ' Axial Load 7,228.09 6,990.91 13,011.14 , 6,634.72 6,849.63 Max Load Fillers TC: fa 4,662.08 11,725.79 21,823.45 11,128.34 4,417.98 15,343.17 Maximum K L/r 57.24 78.28 46.79 ; 78.28 46.10 Max Load no Fillers TC: Fcr 39,234.83 31,877.57 42,466.91' 31,877.57 42,666.25 Fa 23,540.90 19,126.54 25,480.14 19,126.54 25,599.75 ,11,517.28 O TC 263..8087 8087 : F'e 1,130,132.00 130,709.38 130,709.40 130,709.38 1,868,177.38 Cm 0.9979 0.9551 0.8881 0.9574 BC Stress: 0.9988 0 71 Panel Point Moment 767.66 780.50 0.00' 783.37 757.01 1 BC URz: Mid Panel Moment 298.69 392.58 0.00 396.48 421.17 77.7001 i Panel Point fb 656.92 6957.20 0.00 6982.77 647.80 ; TC Shear Stress: Mid Panel fb 314.68 1452.92 0.00 1467.33 360.41 11,574.01 Fillers 0 0 3 0 0 BC Shear Stress: 113,204.88 Panel Point Stress 5,319.00 18,682.99 21,823.45 18,111.11 5,065.78 Mid Panel Stress Web Design Member Web Tension 0.1096 Allow Tension 0.6616 Web Comp ' 0.8565 Allow Comp 0.6305 Weld Qty 0.0984 Material W2 5,753.61 6,776.60 708.89 2,059.06 2.18 x 0.177 1 R056 = round 9/16 V1S 446.88 7,529.55 1,180.51 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 358.42 7,529.55 2,916.72 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,331.25 5,947.89 270.60 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W5 270.60 5,947.89 2,267.61 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W6 W7 1,682.15 182.78 5,947.89 5,947.89 182.78 1,627.60 2,341.68 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,042.13 5,947.89 113.07 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 113.07 5,947.89 978.50 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 * Symmetrical 1 1 908.34 Joist 5,947.89 908.34 2,341.68 2.00 x 0.170 1 R050 = round 1/2 NEW MILLENNIUM RI 111 PIING SV 'T -FMS TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right TCX Length 0-0 TCX Length ; 0-0 TCX Type R, Rnfd. TCX Type IR, Rnfd. TCX Depth 2 1/2 i TCX Depth ,2 1/2 BPL Length 1-9 5/8 BPL Length 11-6 3/8 Clear Bearing 0-5 3/8 Clear Bearing 0-4 7/8 I BPL Material: A30B = 1.7970 x 0.158 BPL Material: A30B = 1.7970 x 0.158 Total Load Reqd TL Def L/80 280.00 , Total Load 0.00 Reqd TL Def L/80 280.00 0.00 Live Load 170.001 Live Load 1 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.9746 Section Modulus 0.9746 Reqd SM 0.0000 Mom of Inertia 1.3646 Reqd SM Mom of Inertia Reqd MI Seat Type: Lapped (Reinforced) 1 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 0.0000 Reqd MI Seat Type: Lapped (Reinforced) 0.0000 1.3646 0.0000 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:10:47 AM Mark: TJ12 G7 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 r11Nr. SVSTFMS Geometry Base Length: 43-5 Variable BC Panel TC Panel First Half I First Diag. Depth Loads Working Length: 43-1 Left End 3-8 1/2 2-5 1/2 !1-6 5-2 1/2 30.00 Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Gross Uplift (plf) Stress Analysis Summary • 1 Int. Panel TC: 24.00 Member W2 V1S W3 W4 W5 W6 W7 W8 W9 W10 W11 Joist Depth: 30.00 Right End 4-8 1/2 2-11 1/2 1-6 6-2 1/2 30.00 Category LL (1) DL (1) CL (1) WL (2) Max Panel BC: 48.00 Reaction LE: 6,525.85 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 301(280/170 Effective Depth: 28.91 BC Panel Length: 9@4-0 Load1 Load2 Position TC TC TC 42.00 42.00 TC TC Tension TC Compresion 170.00 110.00 500.00 170.00 110.00 Reaction RE: 6,528.76 0.00 Shape: Parallel Chords Date Run: 8/4/2014 9:32:38 AM Mark: TJ20 Direction Loc/Begin 0-0 0-0 21-8 1/2 Minimum Shear: 1,632.19 BC Tension BC Compresion Web Tension 0-0 Max TC Comp.: 28,910.68 Web Comp. Sp/End 43-5 43-5 0-0 43-5 Max BC Tension 29,130.64 Web Length 1,259.11 8,761 53 0.00 0.00 11, 031.09 1,522.88 51.40 1,204.19 8,395.37 0.00, 0.00 250.89 1,492.59 32.57 1,204.19 8,395.37 13, 629.77 1,950.44 884.34 6,409.21 34.06 2,455.93 17,207.21 13,629.77 1,950.44 6,206.94 846.04 37.58 2,455.93 17,207.21 3,257.74 22,967.64 20,319.83 2,891.70 20,319.83 2,891.70 736.87 5,422.50 37.58 4,694.72 627.71 37.58 3,257.74 22, 967.64 25,150.63 ' 3,554.06 518.54 3,906.50 37.58 3,780 66 26, 868.80 25,150.63 3,554.06 3,178.73 409.37 37.58 3,780.66 26, 868.80 28,122.15 3,937.54 300.21 2,390.51 37.58 4,024.69 28,910.68 28,122.15 3,937.54 2,121.19 293.95 37.58 ' Symmetrical Joist Standard Verticals ! Member V2 4,024.69 Position Interior 28,910.68 Max Tension 280.00 29,130.64 4,042.12 Max Comp. i Length 1,194.16'1 28.91. 293.95 2,121.19 37.58 PP Dist. 0-2 2-5 1/2 3-8 1/2 5-2 1/2 7-2 1/2 9-2 1/2 11-2 1/2 13-2 1/2 15-2 1/2 17-2 1/2 19-2 1/2 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:32:38 AM NEW MILLENNIUM Location: Joist Description: Mark: PI I11 niNr Ch_ ord Properties Chord CvgTFIVI Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K2801170 Q Material TJ20 TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A328 = 1.9060 x 0.158 BC Axial and Bending K.• 11.00 - Top Chord 0.5206 Analysis Fy: [50,000.00 Check 0.5580 End Fb: 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia: 449.52 Panel LE 0.5292 ILL 360: 1210.00 Interior Panel 0.1621 First LL 240: 315.00 Panel 1.0000 RE End Panel A30B = 1.7970 Max Bridg TC: 17-3 RE j x Gap Between 0.158 Max Bridg BC: 20-1 112 Chords: I !Length 27.50 33.00 24.00 39.00 33.50 1.1250 11 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 Axial Axial Load 8,761.53 8,395.37 28,910.68 10,489.13 11,103.44 � fa 7,893.27 7,563.39 26,045.66 9,449.67 10,003.10 Max Load Fibers TC: 29,402.15 ,1Maximum K Ur 77.38 92.85 40.45 109.74 94.26 Max Load no Fillers TC: Fcr 31,968.44 26,452.08 43,710.27 20,685.30 25,956.13 23'827.48 Fa 19,181.07 15,871.25 26,226.16 12,411.18 15,573.68 TC OAL/Ryy: 408.2417 1 F'e 133,223.56 92,516.36 174,913.73 66,239.52 89,775.29 Cm 0.9704 0.9591 0.9002 0.9287 BC Stress: 0.9443 0.93 1 Panel Point Moment 2275.33 2275.33 0.00 3304.62 3304.62 BC L/Rz: � il Mid Panel Moment 1202.21 1195.66 0.00 1679.27 1808.00 144.1009 Panel Point fb 7858.26 7858.26 0.00 11413.11 11413.11 ITC Shear Stress: Mid Panel fb 1711.33 1702.01 0.00 2390.42 2573.67 113,974.56 Filters 0 0 8 0 0 BC Shear Stress: '15,047.22 Panel Point Stress 15,751.54 15,421.66 26,045.66 20,862.77 21,416.20H • Mid Panel Stress Web Design Member Web Tension 0.4670 Allow Tension 0.5335 Web Comp 0.99311 Allow Comp 0.8492 Weld Qty 0.7323' Material W2 11,031.09 21,417.86 1,522.881 5,338.24 3.88 x 0.230 1 R100 = round 1 1' W3 884.34 14,453.10 6,409.21; 6,901.59 2.88 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,206.94 7,865.88 846.04 3,011.18 4.10 x 0.102 1 C16BB = 1.125 x 1.025 x .102 ' W5 736.87 14,453.10 5,422.50' 6,347.12 2.43 x 0.150 1 C28BB = 1.125 x 1.344 x .150 , W6 4,694.72 4,826.79 627.71 1,006.95 4.11 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 518.54 3,178.73 10,795.89 4,826.79 3,906.50 409.37 4,793.99 1,006.95 2.04 x 0.129 2.78 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 300.21 7,865.88 2,390.51 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,121.19 4,826.79 293.95 1,006.95 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 293.95 7,865.88 2,121.19 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 250.89 5,787.30 1,492.59 1,767.69 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 Symmetrical _ 280.00 Joist 4,826.79 1,194.16 1,700.69 2.00 x 0.077 1 C 10AB = 1.12.5 x 0.756 x .077 I 1 Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI III f11Nr. SV STFM4 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 TCX Right TCX Length 0-0 : TCX Length .0-0 Reqd LL Def L/120 TCX Type R : TCX Type ,R [ Reqd SM TCX Depth 2 1/2 I TCX Depth : 2 1/2 i BPL Length 0-4 BPL Length '0-4 0.0000 Clear Bearing 0-4 Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 Total Load BPL Material: A28B = 1.7350 x 0.150 280.001 otal Load 280.00 Reqd TL Def U80 0.00 1 Regd TL Def U80 0.00 Live Load 170.00 ' Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00i Section Modulus 0.00001 Section Modulus 0.0000 [ Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.00001 Reqd MI 0.0000 Reqd MI 0.0000 ;Seat Type: Lapped I Load Combinations I Case 1: DL ;Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:32:38 AM Mark: TJ20 NEW MILLENNIUM R1111111 Nfi '-iVriTF,1 Geometry 'Base Length: 43-5 Variable Job Number. 5814-0005 Location: TUKWILA, WA Working Length: 43-1 Joist Depth: 30.00 Left End Right End BC Panel 13-11 1/2 TC Panel 2-7 1/2 4-5 1/2 2-10 1/2 First Half 1-6 1-6 First Diag. Depth 5-5 1/2 5-11 1/2 Loads Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) j Gross Uplift (plf) 30.00 30.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 301(280/170 Category Load1 Effective Depth: 28.91 Load2 BC Panel Length: 9 © 4-0 Shape: Parallel Chords Position Direction Date Run: 8/4/2014 9:33:34 AM Mark: TJ20A Loc/Begin LL (1) 170.00 170.00 TC 0-0 Sp/End 43-5 43-5 0-0 43-5 DL (1) 110.00 110.00 TC 0-0 CL (1) 500.00 0.00 TC 21-8 1/2 WL (2) Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Member TC Tension Reaction LE: 6,525.85 TC Compresion 42.00 Reaction RE: 6,528.76 42.00 TC Minimum Shear. 1,632.19 BC Tension IBC Compresion Web Tension 0-0 Max TC Comp.: 28,837.54 Web Comp. Max BC Tension 29,167.48 Web Length PP Dist. W2 1,342.48 9,343.28 V1 S 1,280.99 8,933.34 0.001 0.00 0.00 11, 525.54 1,590.62 0.00 238.82 1,552.06 W3 W4 W5 W6 W7 W8 W9 W10 W11 Symmetrical Joist 1,280.99 8,933.34 13,149.901 1,882.35 874.03 6,337.08 2,396.55 16,785.45 13,149.90 , 1,882.35 6,112.19 832.39 2,396.55 16,785.45 19,956.18 2,841.04 723.23 5,327.75 3,215.80 22,662.09 19, 956.18 2,841.04 4,599.97 614.06 3,215.80 22, 662.09 24, 903.18 3,520.84 504.89 3,811.75 3,756.15 26, 679.45 24, 903.18 3,520.84 3,083.98 395.73 3,756.15 26, 679.45 27,990.90 3,921.74 293.95 2,295.76 4,017.61 28, 837.54 27,990.90 3,921.74 2,121.19 293.95 4,017.61 Standard Verticals Member Position V2 Interior 28, 837.54 Max Tension 280.00 29,167.48 4,043.76 Max Comp. ! Length 1,193.921 28.911 293.95 2,121.19 53.91 0-2 2-7 1/2 3-11 1/2 5-5 1/2 7-5 1/2 9-5 1/2 11-5 1/2 13-5 1/2 15-5 1/2 17-5 1/2 37.58 19-5 1/2 33.05 34.06 37.58 37.58 37.58 37.58 37.58 37.58 37.58 Job Number. 0 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name. INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:33:34 AM NEW /MILLENNIUM Location: Joist Description: Mark: RIM r11Nn Chord Properties Chord c.VSTFM4 Area ITUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material TJ20A TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending K. 1.00 Top Chord 0.5206 Analysis Fy. 50,000.00 Check 0.5580 End Fb. 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia. 449.52 Panel LE 0.5292 • LL 360. ' 210.00 Interior Panel 0.1621 First LL 240. 315.00 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC. 17-3 RE 'Gap Between 0.158 Max Bridg BC. 20-1 1/2 Chords: Length 29.50 34.00 24.00 37.00 1.1250 32.50 Bending Load 280.00 280.00 0.00 280.00 Min weld Len 2X 280.000.5000 Axial Load 9,343.28 8,933.34 28,837.54 9,980.21 10,513.02 Max Load Fillers TC: fa 8,417.37 8,048.05 25,979.76 8,991.18 9,471.19 29,402.15 Maximum K L/r 83.01 95.67 40.451 104.11 91.45 Max Load no Fillers TC: Fcr29,959.78 25,462.22 43,710.27, 22,554.80 26,949.84 23,827.48 FaTC 17,975.87 15,277.33 26,226.16' 13,532.88 16,169.91 yy: 408.24108.241 7 F'e 115,771.70 87,154.25 174,913.73 73,594.09 95,384.91 Cm 0.9636 0.9538 0.9005 0.9389 BC Stress: 0.9504 0.93 Panel Point Moment 2519.16 2519.16 0.00 ; 3036.48 3036.48 Esc L/Rz: Mid Panel Moment 1416.48 1243.03 0.00 1479.37 1726.27 144.1009 Panel Point fb 8700.38 8700.38 0.00: 10487.03 10487.03 TC Shear Stress: Mid Panel fb 2016.35 1769.45 0.00 2105.86 2457.331 13,896.50 Fillers 0 0 8 0 0' BC Shear Stress: 14,965.40 Panel Point Stress 17,117.75 16,748.44 25,979.76 19,478.21 19,958.22 Mid Panel Stress Web Design Member Web Tension 0.5349 Allow Tension 0.5869 Web Comp 0.9906 Allow Comp 0.7392 Weld Qty 0.6701 Material W2 I;, 11,525.54 13,007.79 1,590.62 4,012.50 5.17 x 0.150 1 C28BB = 1.125 x 1.344 x .150 . W3 874.03 14,453.10 6,337.08; 6,901.59 2.85 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 I 6,112.19 7,865.88 832.39 3,011.18 4.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 723.23 14,453.10 5,327.75 6,347.12 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,599.97 4,826.79 614.06 1,006.95 4.02 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 504.89 3,083.98 10,795.89 4,826.79 3,811.75 4,793.99 395.73 1,006.95 2.00 x 0.129 2.70 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 i W9 293.95 7,865.88 2,295.76, 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,121.19 4,826.79 293.95 1,006.95 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 293.95 7,865.88 2,121.19 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 238.82 5,787.30 1,552.06 1,717.51 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical 280.00 Joist 4,826.79 1_,193.92 1,700.69 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 [ INTERURBAN OFFICES - SHOPORDERS NEW MI L L E N N I UM Location: w at�ion:1 Joist Description:: nl111 P11Nr S••e •rpMS ITU/I I WA Short Span Crimp 30K280/170 TCX Design TCX Left TCX Right TCX Length 0-0 Length .0-0 i TCX Type 11TCX R 11 TCX Type 'R TCX Depth 2 1/2 1 TCX Depth , 2 1/2 BPL Length 0-4 I BPL Length 0-4 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 1 BPL Material: A28B = 1.7350 x 0.150 , Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def U80 0.001 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.00001 Section Modulus 0.0000 Reqd SM 0.00001 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000' Reqd MI 0.00001 Reqd MI 0.0000 Seat Type: Lapped 1 Seat Type: Lapped I I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL ' Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 9:33:34 AM Mark: TJ20A 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:29:02 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III nir.ir. SVSTFMS Geometry I Base Length: Working Length' 18-21/2 17-101/2 Variable Left End TUKWILA, Right Joist Depth. 14.00 End WA Effective Depth 13.20 BC 8 @ Short Span Round Panel Length' 1-8 14K280/170 Shape' Parallel Chords TJ23 BC Panel 1-87/8 315/8 IIIIIIIIIII1,1111111IIII111I;IIILI11I;IIILI11LIIILI11111ILIII IIIIIIIIIII111111IIlIII1! TC Panel 0-10 7/8 2-3 5/8 First Half 0-10 0-10 First Diag. 2-6 7/8 3-11 5/8 Depth 14.00 Loads Load Type Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-2 1/2 'Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-2 1/2 .Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-1 1/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 18-2 1/2 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC. WL (2) TC Reaction 2,988.42 Compresion LE. 42.00 BC Tension 42.00 Reaction RE. 2,995.46 BC Compresion TC 1 Minimum ' 748.86 - Shear. Web Tension Max 12,990.27 Web 0-0 TC Comp.. Comp. Web 18-2 1/2 Max BC Tension 12,164.82 Length PP Dist. W2 2,007.63 5,658.56 0.00 0.00 5,033.90 627.90 23.03 0-2 V1S 2,081.46 7,849.92 0.00' 0.00 461.25 1,345.16 16.56 0-107/8 W3 2,081.46 7,849.92 7,674.19, 1,021.51 388.05 3,117.13 16.56 1-8 7/8 W4 1,279.88 10,164.27 7,674.19 1,021.51 2,531.66 300.23 16.56 2-6 7/8 W5 1,279.88 10,164.27 9,878.15, 1,295.28 300.23 2,469.82 16.56 3-4 7/8 1 W6 1,379.14 11,850.45 9,878.15' 1,295.28 1,884.35 212.41 16.56 4-2 7/8 W7 1,379.14 11,850.45 11,375.03, 1,463.00 212.41 1,831.34 16.56 5-0 7/8 W8 1,493.82 12,908.45 11,375.03' 1,463.00 1,245.88 124.59 16.56 5-10 7/8 W9 1,493.82 12, 908.45 12,164.82! 1,524.65 166.70 1,184.03 16.56 6-8 7/8 W10 Symmetrical 1,502.44 Joist 12,990.27 12,164.82 1,524.65 939.50 939.50 16.56 7-6 7/8 l✓� Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS I Date Run: j 8/4/2014 11:29:02 AM j I NEW MILLENNIUM Location: Joist Description: Mark: + j RI III MING Chord Properties i Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material TJ23 I TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 III BC Axial and Bending K: 1.00 � Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 48.47 Panel LE Interior 0.3969 LL 360: 317.03 Panel 0.0480 First LL 240: 475.54 Panel 0.9471 RE End Panel A16B = _ Max Bridg TC: 10-1 RE 1.3750 x ' Gap Between 0.102 Max Bridg BC: i 14-8 ii Chords: Length 8.88 20.00 20.00 20.00 25.63 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 015000n d Len 2X Axial Load 5,658.56 5,460.77 12,990.27 7,849.92 8,208.18 Max Load Fillers TC: fa 3,649.74 9,159.30 21,788.44 13,166.59 5,294.23 15,343.17 Maximum K L/r 46.10 78.28 46.79 78.28 100.29 Max Load no Fillers TC: Fcr 42,666.25 31,877.57 42,466.91 31,877.57 23,939.78 11,517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 14,363.87 274..69406940Tc : F'e 3,068,910.25 130,709.38 130,709.40 130,709.38 368,123.19 Cm 0.9994 0.9650 0.8883 0.9496 0.9928 BC Stress: 0,78 Panel Point Moment 755.34 783.82 0.00 902.58 902.58 BC L/Rz: Mid Panel Moment 501.81 397.09 0.00 343.29 1463.90 77.7001 Panel Point fb 646.38 6986.77 0.00 8045.39 772.37 TC Shear Stress: I Mid Panel fb 429.42 1469.58 0.00 1270.48 1542.30 12,299.53 Fillers 0 0 4 0 0 BC Shear Stress: 14,043.66 Panel Point Stress 4,296.12 16,146.07 21,788.44 21,211.98 6,066.60 Mid Panel Stress 1 Web Design Member Web Tension 0.0857 Allow Tension 0.5266 Web Comp 0.8551 Allow Comp 0.7315 Weld Qty 0.4152 _ Material W2 5,033.90 6,776.60 627.90 3,024.17 2.00 x 0.177 1 R056 = round 9/16 V1S 461.25 7,529.55 1,345.16 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 388.05 7,529.55 3,117.13 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,531.66 7,529.55 300.23 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W5 300.23 7,529.55 2,469.82 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W6 W7 1,884.35 212.41 5,947.89 5,947.89 212.41 1,831.34 2,341.68 2,341.68 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,245.88 5,947.89 124.59 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W9 166.70 5,947.89 1,184.03 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W10 * Symmetrical 939.50 Joist 5,947.89 939.50 2,341.68 2.00 x 0.170 1 R050 = round 1/2 Job Number. 5814-0005 NEW MILLENNIUM Location.: TUKWILA, WA FII tit PINI. gYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 TCX Left I TCX Right 1 TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth T '2 1/2 BPL Length 1-3 7/8 BPL Length 2-8 5/8 Clear Bearing 0-4 1/2 Clear Bearing , 0-6 5/8 BPL Material: A30B = 1.7970 x 0.158 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.001 Reqd LL Def L/120 0.00 Section Modulus 0.97461 Section Modulus 0.9492 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.3646 Mom of Inertia 1.3094 Reqd MI 0.0000, Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM 1 Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:29:02 AM Mark: TJ23 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:05:28 AM ,1 NEW MI L L E N N I UM I Location: Joist Description: Mark: FIIIII nIN❑ SYSTEMS 1 Geometry 1 I Base Length: '143-5 ' Variable Working Length: 43-1 Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 28.91 BC 9 @ Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords TJ28 ;I 1 BC Panel 3-11 1/2 4-5 1/2 11111111111;111FI111:111FI11[1LI11LI11LI!1111111111111111111111111111111.1111111111111111 TC Panel 2-7 1/2 2-10 1/2 -\ I First Half 11-6 1-6 I i 1, First Diag. I5-5 1/2 5-11 1/2 • Depth 130.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-5 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-5 I Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-8 1/2 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (pif) SM (1) 15.00 15.00 TC + 0-0 43-5 i Gross Uplift Stress Analysis Int. Panel TC: 124.00 Member (plf) Summary Max Panel 148.00 TC Tension BC: WL (2) TC Reaction 6,525.85 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 6,528.76 IBC Compresion TC 'Minimum 11,632.19 1 1 - Shear. Web Tension Max 28,837.54 Web 0-0 TC Comp.: Comp. Web 43-5 Max BC 29,167.48 Length Tension PP Dist. W2 1,342.48 10, 594.41 0.00 0.00 11, 525.54 1,590.62 53.91 0-2 V1S 1,280.99 10,230.22 0.00 0.00 238.82 1,552.06 33.05 2-7 1/2 W3 1,280.99 10,230.22 13,149.90 1,882.35 874.03 6,337.08 34.06 3-11 1/2 W4 2,396.55 17,252.30 13,149.90 1,882.35 6,112.19 832.39 37.58 5-5 1/2 W5 2,396.55 17,252.30 19,956.18, 2,841.04 723.23 5,327.75 37.58 7-5 1/2 W6 3,215.80 22,662.09 19,956.18 2,841.04 4,599.97 614.06 37.58 9-51/2 W7 3,215.80 22,662.09 24,903.18 3,520.84 504.89 3,811.75 37.58 11-51/2 II W8 3,756.15 26,679.45 24,903.18 3,520.84 3,083.98 395.73 37.58 13-51/2 1 W9 3,756.15 26,679.45 27,990.90 3,921.74 293.95 2,295.76 37.58 15-51/2 W10 4,017.61 28,837.54 27,990.90 3,921.74 2,121.19 293.95 37.58 17-51/2 W11 * Symmetrical Standard Verticals Member 4,017.61 Joist Position 28, 837.54 Max Tension 29,167.48 Max Comp. 4,043.76 Length 1 293.95 2,121.19 37.58 19-5 1/2 V2 1 I 1 Interior 280.00 1,193.921 28.911 „ Job Number 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run 8/4/201410:05:28 AM NEW MILLENNIUM Location: Joist Description: Mark: 1 RI 111 rllNr: Chord Properties Chord SYSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K2801170 Q Material TJ28 TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC Axial and Bending K. 1.00 Top Chord 0.5206 Analysis Fy. 50,000.00 Check 0.5580 End Fb. 30,000.00 Panel 0.3331 LE First 1.2260 Mom of Inertia. 449.52 Panel LE 0.5292 iLL 360. 1210.00 Interior Panel 0.1621 First LL 240. 315.00 Panel 1.0000 RE End Panel A30B = 1.7970 x Max Bridg TC. 17-3 RE ' Gap Between 0.158 Max Bridg BC. 20-11/2 Chords: Length 29.50 34.00 24.00 37.00 32.50 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 1 Min Weld Len 2X. 0 5000 Axial Load 10,594.41 10,230.22 28,837.54' 11,166.05 11,639.39 Max Load Finers TC: 1 fa 5,132.45 9,216.41 25,979.76, 10,059.50 5,638.691 29,402.15 I I Maximum K L/r 83.01 95.67 40.45; 104.11 91.451Max Load no Fillers TC: Fcr 29,959.78 25,462.22 43,710.271 22,554.80 26,949.84 -23,827.48 Fa 17,975.87 15,277.33 26,226.16' 13,532.88 TC OAL/R: 16,169.91 : 408.2417 F'e 274,371.13 87,154.25 174,913.73 73,594.09 226,055.84 Cm 0.9906 0.9471 0.9005 , 0.9317 BC Stress: 0.9875 0.93 Panel Point Moment 2506.87 2506.88 0.00' 3007.55 3007.55 BCURz: Mid Panel Moment 1420.59 1247.26 0.00 1489.18 1735.91 ' 144.1009 : Panel Point fb 1865.20 8657.96 0.00 10387.11 2237.71 TCShearStress: Mid Panel fb 1005.43 1775.47 0.00 2119.84 1228.61 13,896.50 Fillers 0 0 8 0 0 BC ShearStress: 14,965.40 Panel Point Stress 6,997.65 17,874.37 25,979.76 20,446.62 7,876.40 Mid Panel Stress Web Design Member Web Tension 0.3165 Allow Tension 0.6648 Web Comp I 0.9906 Allow Comp 0.8204 Weld Qty 0.3869 Material W2 11,525.54 13,007.79 1,590.62 , 4,012.50 5.17 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 874.03 14,453.10 6,337.08 6,901.59 2.85 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,112.19 7,865.88 832.39 3,011.18 4.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 723.23 14,453.10 5,327.75, 6,347.12 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,599.97 4,826.79 614.06 1,006.95 4.02 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 504.89 3,083.98 10,795.89 4,826.79 3,811.75, 4,793.99 395.73; 1,006.95 2.00 x 0.129 2.70 x 0.077 1 1 C22BB = 1.125 x 1.110 x .129 C10AB = 1.125 x 0.756 x .077 W9 293.95 7,865.88 2,295.761 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 2,121.19 4,826.79 293.95 1,006.95 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 293.95 7,865.88 2,121.191 3,011.18 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 238.82 5,787.30 1,552.061 1,717.51 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 " Symmetrical 280.00 Joist 4,826.79 1,193192' 1,700.69 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM 1:11 111 Il1Nf: S YGTFMS CX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type IR, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 3-0 BPL Length 3-3 3/8 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 1 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 i Live Load 170.00 Live Load 170.00; Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3440 Section Modulus 1.34401 Reqd SM 0.0000 Reqd SM 0.000011 Mom of Inertia 1.7220 ' Mom of Inertia 1.7220 ' Reqd MI 0.0000 Reqd MI 0.0000! Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 10:05:28 AM Mark: TJ28 0 ! Job Number'Job 5814-0005 STRESS ANALYSIS - PAGE 1 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:24:05 AM NEW M 1 L L E N N 1 U IVI j Location: Joist Description: Mark: Run.nwr. 4`/STFM4 Geometry Base Length: ' Working Length: 21-5 21-1 Variable Left End :TUKWILA, Right Joist Depth: 16.00 End WA 'EffectiveDepth: 15.18 BC 4 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords TJ33 BC Panel i2-10 1/2 3-3 1/2 11111111111111,111 TC Panel 2-2 1/2 2-4 1/2 l i First Half 1-9 1-6 First Diag. 4-7 1/2 4-9 1/2 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 21-5 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 21-5 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC j + 10-8 1/2 0-0 i Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC j + 0-0 21-5 1 Gross Uplift Stress Analysis Int. Panel TC• j 24.00 1. Member (plf) TC Summary I Max Panel 148.00 Tension BC' WL (2) TC Reaction 3,439.76 Compresion LE 42.00 BC Tension Reaction 3,445.71 42.00 RE. 'BC Compresion TC 1 Minimum 861.43 ! - Shear: Web Tension Max 15,240.64 Web 0-0 TC Comp ' Comp. Web 21-5 Max BC Tension 13,594.98 Length PP Dist. 1 , W2 1,349.10 7,855.07 0.00 0.00 7,452.01 944.81 35.87 0-2 V1S 1,444.25 8,249.39 0.00 0.00 288.00 1,332.17 17.16 2-2 1/2 W3 1,444.25 8,249.39 9,083.00 1,230.30 522.72 4,145.21 25.91 2-101/2 W4 1,589.94 12,975.76 9,083.00 1,230.30 3,386.19 399.37 28.40 4-7 1/2 W5 1,589.94 12,975.76 13,594.981 1,783.60 242.24 2,160.52 28.40 6-7 1/2 W6 * Symmetrical Standard Verticals Member 1,844.46 Joist Position 15,240.64 Max Tension 13,594.98,1 1,783.60 Max Comp. 1 Length 1,611.37 207.05 28.40 8-7 1/2 I V2 Interior 280.00 1,121.481 15.18 l. Job Number. ✓� 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:24:05 AM N EW M I L L E N N I U M, Location: Joist Description: Mark: RI III ir4r; 1 Chord Properties Chord SVSTFINS Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material TJ33 i I 1 1 TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb. 30,000.00 Panel 0.2574 LE First 1.0513 Mom of Inertia: 66.90 Panel LE Interior 0.3969 LL 360: 266.69 Panel 0.0480 J First LL 240: 400.04 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 14-01/8 RE 1.3750 x Gap Between 0.102 1 Max Bridg BC: 1 18-41/8 Chords: ' Length 24.50 29.00 24.001 29.00 26.50 1.1250 1 I Bending Load 280.00 280.000.00 i 280.00 280.00 015000d Len 2X: j (Axial Load 7,855.07 7,562.87 15,240.64 8,249.39 8,666.18Max Load Fillers TC: fa 4,880.14 11,539.32 23,253.95 12,586.81 5,384.06 16,025.28 Maximum K Ur 91.62 64.94 53.74 64.94 99.10 Max Load no Fillers TC: Fcr 27,020.41 36,627.98 40,348.42 36,627.98 24,354.74 11,000.07 I Fa 16,212.25 21,976.79 24,209.05 21,976.79 14,612.84 Tc 234..1554 1554 : O F'e 403,950.09 67,879.59 99,108.91 67,879.59 345,277.38 Cm 0.9940 0.9150 0.8428 0.9073 0.9922 0C Stress: 0.87 Panel Point Moment 1759.66 1759.66 0.00 1787.30 1787.30 eC L/Rz: Mid Panel Moment 969.68 880.55 0.00 870.78 1224.90 186.4802 1 Panel Point fb 1482.89 13664.31 0.00 13878.91 1506.18 TC Shear Stress: Mid Panel fb 960.67 2836.22 0.00 2804.73 1213.51 12,692.30 Fillers 0 1 6 1 0 BC 16 001.97tress: !' Panel Point Stress 6,363.02 25,203.63 23,253.951 26,465.72 6,890.24 - ;Mid Panel Stress j Web Design Member Web Tension 0.3300 Allow Tension 0.6329 -_ _ . Web Comp I 0.9605 Allow Comp [ 0.6824 Weld Qty 0.4052 Material W2 7,452.01 8,126.46 944.811 4,371.15 4.25 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 522.72 7,865.88 4,145.21 4,298.67 2.74 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 3,386.19 4,826.79 399.37 1,912.34 2.96 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 242.24 5,787.30 2,160.52 2,477.17 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W6 1,611.37 4,826.79 207.05 1,912.34 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 V2 * Symmetrical 288.00 280.00 Joist 4,826.79 4,826.79 1,332.17 1,121.48 3,155.59 3,303.50 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 11:24:05 AM NEW MILLENNIUM Location: TUKWILA, WA fil lll_flINfi SVSTF 4S TCX Design TCX Left Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 280.00 0-0 TCX Length 0-0 TCX Type 0.00 R, Rnfd. TCX Type R, Rnfd. TCX Depth 170.00 2 1/2 TCX Depth 2 1/2 BPL Length 0.00 2-7 BPL Length 2-9 1/2 Clear Bearing 1.0094 0-4 1/4 1Clear Bearing i0-4 1/2 BPL Material: A28B = 1.7350 x 0.150 1: -BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 1 Reqd LL Def L/120 0.00 Section Modulus 1.0094 1 Section Modulus 1.0094 , Reqd SM 0.0000 Reqd SM 0.0000 � Mom of Inertia 1.3636 Mom of Inertia 1 1.3636, Reqd MI 0.0000 'Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL • Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: TJ33 G, 1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:23:13 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI tlf_f_'IING SYSTFM"i Geometry Base Length: 27-21/2 I Variable , Working Length: 126-101/2 ' Left End TUKWILA, Right Joist Depth: 16.00 End WA lEffectiveDepth: 15.02 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords TJ37 1 r BC Panel 2-10 1/2 4-3 TC Panel 2-2 1/2 3-4 I I I I I I II111111111111111111111'111111111 LI 1 lil I IJ 111111111 I I LI 11:11 IJ 11111111111 1111111111111 1 I I : First Half 1-9 2-4 i . First Diag. ,4-7 1/2 6-7 'Depth 116.00 Loads Load Type Category 16.00 Load1 Load2 Position � Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 27-2 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 27-2 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 13-7 1/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 27-2 1/2 , Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member t (plf) TC Summary Max Panel 52.00 Tension BC: WL (2) TC Reaction 4,253.15 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 4,257.83 FBC Compresion TC Minimum 1,064.46 Shear. Web - Tension Max 22,567.83 Web 0-0 TC Comp.: Comp. Web 27-2 1/2 Max BC Tension 122,576.42 Length _, PP Dist. W2 1,128.35 9,473.71 0.00 0.00 9,456.42 1,243.04 35.80 0-2 V 1 S 1,078.49 9,178.39 0.00 0.00 288.68 1,374.06 17.02 2-2 1/2 W3 1,078.49 9,178.39 12,068.32 1,676.68 735.47 5,609.96 25.82 2-101/2 W4 2,606.39 19,367.69 12,068.32 1,676.68 4,986.33 631.68 28.31 4-71/2 W5 2,606.39 19,367.69 21,255.25 2,876.22 473.35 3,789.84 28.31 6-71/2 W6 3,011.83 22,567.83 21,255.25 2,876.22 2,734.29 315.02 28.31 8-71/2 1 W7 * Symmetrical Standard Verticals 1 Member 3,011.83 Joist Position 22,567.83 Max Tension 22,576.42, Max Comp. 1 3,013.23 Length 1 488.93_ 2,006.41 28.31 10-71/2 V2 Interior _ 280.00 1,160.391_ 15.021 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:23:13 AM , NEW MILLENNIUM i Location: Joist Description: lMark: filen f71NG Chord Properties Chord SYSTFMS Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material TJ37 I TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending I K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 96.82 Panel LE Interior 0.4686 LL 360: 186.35 Panel 0.0956 First LL 240: 279.52 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 15-1 5/8 RE Gap Between ' 0.133 Max Bridg BC: 18-9 3/8 Chords: Length 24.50 29.00 24.00 39.00 1.1250 38.00 Bending Load 280.00 280.00 0.00, 280.00 Min weld Len zx 280.00 10.5000 Axial Load 9,473.71 9,178.39 22,567.83 1 12,100.25 12,684.70 Max Load Fillers TC: fa 4,964.22 9,618.93 23,651.051 12,681.05 6,646.77 125,013.30 , Maximum K Ur 76.23 90.23 44.511 72.33 118.23 , Max Load no Fillers TC: Fcr 32,692.60 27,570.29 43,257.251 34,107.16 17,956.51 19,231.63 , Fa 19,615.56 16,542.18 25,954.351 20,464.29 10,773.90 TC . 268.5395 F'e 399,312.25 98,946.75 144,469.14' 54,710.20 .5395 165,988.34 Cm 0.9938 0.9514 0.8903' 0.8841 BC Stress: 0.98001 0.97 Panel Point Moment 1759.08 1759.08 0.00 3484.01 3484.01 , BC URz: Mid Panel Moment 969.85 880.76 r 0.00 1618.94 2582.381 176.5705 Panel Point fb 1375.87 7764.29 0.00 15377.86 2725.04 TC Shear Stress: Mid Panel fb 758.58 1621.19 0.00 2979.92 2019.82 11,542.43 Fillers 0 0 61 1 0 BC Shear Stress: 14,298.28 Pan& Point Stress 6,340.09 17,383.22 23,651.051 28,058.90 9,371.811 Mid Panel Stress Web Design Member Web Tension 0.2759 Allow Tension 0.6360 Web Comp , 0.91131 Allow Comp 0.7470 Weld Qty 0.6798 , Material W2 9,456.42 9,716.30 1,243.04 5,516.28 4.94 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 735.47 10,795.89 5,609.96 6,525.04 2.93 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W4 4,986.33 5,787.30 631.68; 2,599.87 3.73 x 0.090 1 C12BB = 1.125 x 0.799 x .090 1 W5 473.35 7,865.88 3,789.84',4,162.68 2.50 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,734.29 4,826.79 315.02' 2,016.81 2.39 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 488.93 288.68 4,826.79 4,826.79 2,006.41 2,016.81 1,374.06 3,201.51 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 , V2 * Symmetrical 280.00 Joist 4,826.79 1,160.39 3,350.75 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM FI_IILfIINf.. S YSTFKA TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right ' TCX Length 0-0 TCX Length 10-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-7 BPL Length 13-8 7/8 Clear Bearing 0-4 1/4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 [Total Load 280.001 Reqd TL Def U80 0.00 Reqd TL Def U80 0.001 Live Load 170.00 I Live Load 170.00 Reqd LL Def U120 0.00 I Reqd LL Def V1200.00 1 Section Modulus 1.2785 !Section Modulus 1.2785 Reqd SM 0.0000 Reqd SM 0.0000' Mom of Inertia 1.5981 Mom of Inertia 1.5981 i Reqd MI 0.0000 Reqd MI 0.00001, 1Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) 1 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:23:13 AM Mark: TJ37 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location:: TUKWILA, WA R1111. IitNr. SVSTFM�'i Geometry Base Length: 32-6 Variable Working Length: 32-2 Left End Joist Depth: 30.00 Right End BC Panel TC Panel First Half 2-10 1/2 2-2 1/2 1-9 3-10 1/2 3-10 1/2 0-0 First Diag. Depth Loads 4-7 1/2 3-10 1/2 30.00 Load Type Uniform (plf) Uniform (plf) Conc @ any pp (lbs) Axial (lbs) Uniform (plf) Gross Uplift (plf) 30.00 Effective Depth: 29.16 Joist Description: Short Span Crimp 30K280/170 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:21:14 AM Mark: TJ41 I I I I I I I I I I I I.I I I I I I I I I I 1,1 111 1,1 I LI I I I IJ I I",1 111 IjI I LI I I I I_I I I 111.1 I.I 111 I I I I I I I I I I 11;1 I I I LI I I I! Category Load1 Load2 Position ' Direction Loc./Begin Sp/End 32-6 32-6 0-0 0-0 32-6 WL (2) 42.00 42.00 TC 0-0 32-6 DL (1) 110.00 110.00 TC 0-0 LL (1) 170.00 170.00 TC 0-0 CL (1) 500.00 0.00 TC 16-3 SM (1) 3,000.00 0.00 TC 0-0 SM (1) 15.00 15.00 TC 0-0 Stress Analysis Summary Max Panel BC: 48.00 Int. Panel TC: 24.00 Member TC Tension Reaction LE: Reaction RE: Minimum Shear. Max TC Comp.: 4,995.58 4,999.46 1,249.86 16,843.25 TC Compresion BC Tension BC Compresion Web Tension Max BC Tension 16,512.35 Web Comp. Web Length PP Dist. 0-2 2-2 1/2 2-10 1/2 4-7 1/2 6-7 1/2 8-7 1/2 10-7 1/2 12-7 1/2 1,618.81 37.76 14-7 1/2 W2 V1S W3 W4 W5 W6 W7 1,640.08 6,704.96 0.00 0.00 7,052.69 947.33 43.66 1,689.62 6,552.82 0.00 0.00 264.21 1,239.47 30.24 1,689.62 6,552.82 7,576.43 1,067.66 664.24 4,953.72 35.93 1,434.97 11,413.28 7,576.43 1,067.66 4,697.47 618.78 37.76 1,884.39 14,409.41 12,424.56 1,733.14 509.98 3,891.84 37.76 1,962.17 14,947.26 12,424.56 1,733.14 3,166.54 401.18 37.76 2,186.88 16,612.52 15,428.92 2,122.06 292.39 2,360.91 37.76 W8 2,212.81 16,843.25 15,428.92' 2,122.06 1,635.60 218.73 37.76 W9 * Symmetrical Joist Standard Verticals Member V2 2,212.81 Position Interior 16,843.25 Max Tension 280.00 16,512.35. Max Comp. 1,133.76 2,234.42 Length 29.16 242.28 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:21:14 AM NEW MILLENNIUM I Location: Joist Description: Mark: (il III.nING Chord Properties Chord SYSTEMS Area 1TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material TJ41 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC ' Axial and Bending K: 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE Mom 1276.14 First 1.0563 of Inertia: Panel LE 0.4034 LL 360: 1309.97 Interior Panel 0.0545 1 First LL 240: 464.95 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 15-7 3/4 RE 1.3750 x Gap Between 0.118 Max Bridg BC: 17-7 3/4 11 Chords: 11 j Length 24.50 29.00 24.00 24.00 44.50 1.1250 I I Bending Load 280.00 280.00 0.00 0.00 280.00 Min weld Len ax 0.5000 'Axial Load 6,704.96 6,552.82 16,843.25 10,568.30 8,033.50 Max Load Fillers TC: Ifa 4,022.17 9,193.07 23,629.70 14,826.46 4,819.14 17,689.38 Maximum K Ur 87.59 103.68 51.48 85.81 79.55 Max Load no Fillers TC: 1 Fcr 28,440.61 22,747.03 40,951.73 29,087.79 31,356.38' 12,564.67 Fa 17,064.37 13,648.22 24,571.04 17,452.68 yy: 18,813.83 349.402TCOAUR9 ' I F'e 404,220.88 73,968.41 107,999.01 107,999.02 122,526.74 Cm 0.9950 0.9379 0.8534 0.9314 0.98031 BC 0.92tress: j Panel Point Moment 1759.55 1759.55 0.00 2005.93 2005.93 BC URz: Mid Panel Moment 969.72 880.59 0.00 237.04 4772.75 187.8669 I Panel Point fb 1461.21 12044.44 0.00 13730.92 1665.81 TC Shear Stress: Mid Panel fb 910.23 2494.07 0.00 671.35 4479.96 15,851.59 Fillers 0 0 8 0 1 BC Shear Stress: 11 19,163.56 1 I Panel Point Stress 5,483.38 21,237.50 23,629.70 28,557.38 6,484.95 1 Mid Panel Stress Web Design i Member Web Tension 0.2632 Allow Tension 0.7617 Web Comp 0.9617 Allow Comp 0.8737 Weld Qty 0.3964 Material 1 W2 7,052.69 21,417.86 947.33 7,071.43 3.32 x 0.230 1 R100 = round 1 W3 664.24 14,453.10 4,953.72 6,476.57 2.33 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,697.47 5,787.30 618.78 1,256.95 3.51 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 509.98 10,795.89 3,891.84 ' 4,598.16 2.03 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,166.54 4,826.79 401.18 952.87 2.77 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 i W8 292.39 1,635.60 7,865.88 4,826.79 2,360.91 218.73 2,863.95 952.87 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 242.28 7,865.88 1,618.81 2,863.95 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 264.21 4,826.79 1,239.47 1,486.54 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,133.76 1,598.45 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .0.77 G7 Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1111 ntNr. SV'"iTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-6 1/2 BPL Length 4-2 Clear Bearing 0-3 3/4 Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 i Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.001 Section Modulus 1.0654 Section Modulus 1.0654 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4132 Mom of Inertia 1.4132 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:21:14 AM Mark: TJ41 0Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: I INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:11:22 AM NEW MILLENNIUM Location: Joist Description: Mark: I R,,,, rnK111 SVTFI.A Geometry Base Length: Length: 36-11 [Working 36-7 Variable I Left End TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.07 BC 8 @ Short Span Crimp Panel Length: 4-0 30K2801170 Shape: Parallel Chords TJ45 BC Panel 2-101/2 2-9 1/2 j1 111,1111 11111 I 11111111111'1 IJ 1.11 LI 1.11111.1 IJ III LI 11111 [1 IJ 111 LI 1,11111111111111:111111111 1 TC Panel 2-2 1/2 2-0 1/2\ � • \ / ' First Half 11-9 1-6 \ I \ iI ' / First Diag. 14-7 1/2 4-3 1/2 Depth 130.00 Loads Load Type Category 30.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-11 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-11 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-11 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 1 + 18-5 1/2 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC ! + 0-0 0-0 Gross Uplift Stress Analysis Int. Panel TC: 24.00 1 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,614.82 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 5,618.24 BC Compresion TCI 1 Minimum J 1,404.56 - Shear. Web Tension 1Max 21,295.03 Web 0-0 TC Comp.: Comp. Web 36-11 Max BC 20,838.06 Length Tension PP Dist. I W2 1,436.18 7,331.94 0.00 0.00 7,992.80 1,087.97 43.61 0-2 V1S 1,485.86 7,179.36 0.00 0.00 264.26 1,262.61 30.15 2-2 1/2 W3 1,485.86 7,179.36 8,736.24 1,241.43 779.32 5,731.98 35.86 2-10 1/2 i W4 1,686.37 12,904.17 8,736.24 1,241.43 5,353.39 717.08 37.70 4-7 1/2 ' W5 1,686.37 12,904.17 14,619.30 2,061.98 608.16 4,556.18 37.70 6-7 1/2 W6 2,368.24 17,355.33 14,619.30 2,061.98 3,830.02 499.23 37.70 8-7 1/2 1 W7 2,368.24 17,355.33 18,653.24 2,605.15 390.31 3,032.81 37.70 10-71/2 , W8 2,772.73 20,163.75 18,653.24 2,605.15 2,306.66 281.39 37.70 12-71/2 W9 2,772.73 20,163.75 20,838.06 2,870.97 249.05 1,821.30 37.70 14-71/2 W10 " Symmetrical Standard Verticals Member 2,899.86 Joist Position 21,295.03 Max Tension 2.0,838.06 Max Comp. 2,870.97 Length 1,821.30 249.05 37.70 16-7 1/2 V2 Interior 280.00 1,156.66 29.07 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:11:22 AM NEW MILLENNIUM Location: Joist Description: Mark: R1111 f11Nfi Chord Properties Chord SYSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 30K280/170 Q Material TJ45 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy 50,000.00 Check 0.4662 End Fix 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia 329.84 Panel LE 0.4390 LL 360. , 251.69 Interior Panel 0.0775 First LL 240: 377.53 Panel 0.9928 RE End Panel A22B = 1.5000 x 0.129 Max Bridg TC: Bridg BC: 16-31/8 1Max 17-9 5/8 RE Gap Between Chords: Length 24.50 29.00 24.001 27.00 22.50 1.1250 Bending Load 280.00 280.00 0.00' 280.00 Min Weld Len 2X: 280.00 0.5000 Axial Load 7,331.94 7,179.36 21,295.03 7,039.22 7,198.041, fa 4,038.75 8,336.46 24,727.15 8,173.73 Max Load Fillers TC: 3,964.991 22,261.66 Maximum K L/r 80.01 94.71 46.611 88.18 73.481 Max Load no Fillers TC: Fcr 31,309.44 25,949.99 42,656.07' 28,318.47 33,690.821 16,651.95 Fa 18,785.66 15,570.00 25,593.64 16,991.08 20,214.49 TC oauRy: 375.3509 F'e 400,921.63 90,229.30 131,741.05 104,091.69 475,364.34 Cm 0.9950 0.9538 0.8742 ; 0.9607 BC Stress: 0.9958 0.97 Panel Point Moment 1759.25 1759.25 0.001 1490.45 1490.45 ' BC URz: Mid Panel Moment 969.79 880.70 0.00 746.95 815.70 ,171.6124 Panel Point fb 1409.56 9006.71 0.00 7630.54 1194.18 TC Shear Stress: ; Mid Panel fb 811.35 1882.20 0.00 1596.35 682.44 15,295.15 Fillers 0 0 10. 0 BC Shear Stress: 0 17,998.97 Panel Point Stress 5,448.31 17,343.18 24,727.151 15,804.27 5,159.17 1 Mid Panel Stress Web Design Member Web Tension 0.2393 Allow Tension 0.5983 Web Comp 0.96611 Allow Comp 0.5334 Weld Qty 0.1210 Material W2 7,992.80 21,417.86 1,087.97 7,197.09 3.44 x 0.230 1 R100 = round 1 W3 779.32 14,453.10 5,731.98; 6,530.89 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 1 W4 5,353.39 5,787.30 717.08' 1,280.39 4.01 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 608.16 10,795.89 4,556.181 4,664.02 2.38 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,830.02 4,826.79 499.231 970.64 3.35 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 390.31 2,306.66 9,029.40 4,826.79 3,032.81 281.39 3,330.33 970.64 2.00 x 0.118 2.02 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 C10AB = 1.125 x 0.756 x .077 W9 249.05 7,865.88 1,821.30 2,913.33 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,821.30 4,826.79 249.05 970.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 264.26 4,826.79 1,262.61 1,517.21 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,156.66 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 Job Number. '5814-0005 NEW MILLENNIUM; Locat�ion�:, w Fil_III_f�IN(: SYSTEMS �1TUKWILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Left 1 TCX Right TCX Length 0-0 1 TCX Length , 0-0 TCX Type R, Rnfd. j TCX Type R, Rnfd. TCX Depth 2 1/2 i TCX Depth 2 1/2 BPL Length 2-6 1/2 BPL Length 2-4 1/2 Clear Bearing 0-3 7/8 ; Clear Bearing 0-3 3/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.52641 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/41201411:11:22 AM Mark: TJ45 ' ' Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:45 AM NEW MILLENNIUM Location: Joist Description: Mark: RI on rnnir. S V STFMS Geometry Base Length: Working Length: 36-11 36-7 Variable Left End : TUKWILA, Right Joist Depth: 30.00 End WA Effective Depth: 29.07 BC 8 © Short Span Crimp Panel Length: 4-0 30K280/170 Shape: Parallel Chords TJ47 BC Panel 2-10 1/2 2-9 1/2 TC Panel 2-2 1/2 2-0 1/2 _ - - - - _ , First Half 1-9 1-6 ' First Diag. 14-7 1/2 4-3 1/2 Depth 1, 30.00 1 Loads Load Type Category 30.00 Load1 Load2 Position 1 Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC j + 0-0 36-11 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-11 '1Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-5 1/2 0-0 'Gross Uplift Stress Analysis Int. Panel TC. 24.00 Member (plf) TC Summary 1 Max Panel 48.00 Tension BC. WL (2) TC i Reaction 1 5,614.82 Compresion LE. 42.00 BC Tension 42.00 r Reaction RE: 1 5,618.24 BC Compresion TC Minimum 1,404.56 - Shear. Web Tension 1 Max 21,202.66 Web 0-0 TC Comp.. Comp. Web 36-11 BC 'Max20,838.06 Length Tension PP Dist. W2 810.87 5,685.27 0.00 0.00 7,992.80 1,087.97 43.61 0-2 V1S 785.11 5,513.52 0.00 0.00 264.26 1,262.61 30.15 2-2 1/2 W3 785.11 5,513.52 8,736.24 1,241.43 779.32 5,731.98 35.86 2-101/2 W4 1,686.37 11,908.91 8,736.24 1,241.43 5,353.39 717.08 37.70 4-7 1/2 W5 1,686.37 11,908.91 14,619.30 2,061.98 608.16 4,556.18 37.70 6-7 1/2 W6 2,368.24 16,867.41 14,619.30 2,061.98 3,830.02 499.23 37.70 8-7 1/2 W7 2,368.24 16,867.41 18,653.24 2,605.15 390.31 3,032.81 37.70 10-71/2 W8 2,772.73 19,976.79 18,653.24 2,605.15 2,306.66 281.39 37.70 12-71/2 W9 2,772.73 19,976.79 20,838.06; 2,870.97 249.05 1,821.30 37.70 14-71/2 W10 * Symmetrical Standard Verticals 1 Member 2,899.86 Joist Position 21,202.66 Max Tension 20,838.061 2,870.97 Max Comp. ; Length 1,821.30 249.05 37.70 16-71/2 V2 Interior 280.00 1,156.66' 29.07, 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:11:45 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III PIING Chord Properties f Chord TFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 301(280/170 Q Material TJ47 ! TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 1 BC Axial and Bending K: 1.00 Top Chord 0.3564 Analysis Fy: Y 50,000.00 Check 0.4662 Fb: 130,000.00 End Panel 0.2797 LE First 1.1047 Mom of Inertia: 329.84 Panel LE Interior 0.4390 LL 360: 251.69 Panel 0.0775 - [First LL 240: 377.53 Panel 0.9928 RE End Panel A22B = 1.5000 Max Brid TC: 9 16-31/8 RE x I Gap Between 0.129 Max BridgBC: 17-9 5/8J Chords: Length 24.50 29.00 24.00 27.00 22.50 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 0 Min Weld Len 2X' 0 5000 Axial Load 5,685.27 5,513.52 21,202.66 5,356.85 5,535.62 Max Load Fillers TC: fa 6,601.57 6,402.14 24,619.90 6,220.21 6,427.80 22,261.66 Maximum K Ur 80.01 94.71 46.61 88.18 73.48 Max Load no Fillers TC: Fcr 31,309.44 25,949.99 42,656.07 28,318.47 33,690.82 16,651.95 Fa 18,785.66 15,570.00 25,593.64 16,991.08 20,214.49 37 3509 : 375.3509 F'e 126,418.73 90,229.30 131,741.05 104,091.69 149,892.03 - Cm 0.9739 0.9645 0.8748 0.9701 0.9786 BC Stress: 0.97 Panel Point Moment 1755.65 1755.65 0.00 1484.63 1484.63 BC L/Rz: Mid Panel Moment 970.99 881.98 0.00 749.04 817.63 171.6124 Panel Point fb 8988.26 8988.26 0.00 7600.75 7600.75 TC Shear Stress: Mid Panel fb 2075.16 1884.92 0.00 1600.81 1747.40 15,295.15 Fillers 0 0 8 0 0 BC Shear Stress: 17,998.97 !Panel Point Stress 15,589.83 15,390.40 24,619.90 13,820.97 14,028.55 Mid Panel Stress Web Design Member Web Tension 0.4170 Allow Tension 0.4723 Web Comp 0.9620 Allow Comp 0.4172 Weld Qty 0.3726 Material ! W2 7,992.80 21,417.86 1,087.97 7,197.09 3.44 x 0.230 1 R100 = round 1 W3 779.32 14,453.10 5,731.98 6,530.89 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 i W4 5,353.39 5,787.30 717.08 1,280.39 4.01 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 608.16 10,795.89 4,556.18 4,664.02 2.38 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,830.02 4,826.79 499.23 970.64 3.35 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 j W8 390.31 2,306.66 9,029.40 4,826.79 3,032.81 281.39 3,330.33 970.64 2.00 x 0.118 2.02 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 C10AB = 1.125 x 0.756 x .077 W9 249.05 7,865.88 1,821.30 2,913.33 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,821.30 4,826.79 249.05 970.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 264.26 4,826.79 1,262.61 1,517.21 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,156.66 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756_x .077 Job Number. 5814-0005 NEW MILLENNIUM Locat�io�/n�:' �1 RLIII_OINf: SY STFMS TUK I , WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Left I TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-3 7/8 Clear Bearing 0-3 3/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.0000 1 Section Modulus 0.0000 Reqd SM 0.0000 Reqd SM 0.0000i Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped !Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 12(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 12(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/412014 11:11:45AM Mark: TJ47 NEW MILLENNIUM R1.111_f11Nr. r-.Vc'.TP1,4 Geometry Base Length: 36-91/2 Variable BC Panel TC Panel j First Half First Diag. 4-5 3/8 [Depth 28.00 Loads Job Number. 5814-0005 Location: TUKWILA, WA Working Length: 36-5 1 /2 Left End Joist Depth: 28.00 Right End 2-11 3/8 2-10 1/8 12-2 3/8 2-2 1/8 I1-6 1-6 Load Type 4-4 1/8 28.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 281(280/170 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:34:27 AM Mark: TJ50 ! I I I I;I I I I I I I I I ISI I I I I:I I I I I I I I I;I 1111;1 IJ I I I LI 11111 I[I IJ I I I LI I1 I I I Ill I I I I I 1 111 I I I I I I I I l)I I I I I Load1 Load2 i ! 1 Position Direction Loc/Begin Uniform (plf) DL (1) 110.00 110.00 TC 0-0 I Uniform (plf) Conc @ any pp (lbs) Axial (lbs) LL (1) 170.00 170.00 TC 0-0 CL(1) 500.00 0.00 TC 18-4 3/4 Sp/End 36-9 1/2 36-9 1/2 0-0 SM (1) 3,000.00 0.00 TC 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC 0-0 36-9 1/2 ' Gross Uplift (plf) Stress Analysis Summary Int. Panel TC: 24.00 Member WL (2) Max Panel BC: 48.00 TC Tension Reaction LE: 5,597.32 TC Compresion 42.00 42.00 TC Reaction RE: Minimum Shear: 5,600.74 1,400.19 BC Tension BC Compresion Web Tension 0-0 Max TC Comp.: 22,678.64 Web Comp. 36-9 1/2 Max BC Tension 22,232.40 Web Length PP Dist. W2 1,277.82 7,847.58 0.00 0.00 8,443.43 1,148.96 42.94 0-2 V1 S 1,335.57 7,670.22 0.00 0.00 278.82 1,262.06 28.48 2-2 3/8 W3 W4 W5 W6 W7 W8 1,335.57 7,670.22 9,040.35 1,284.75 763.82 5,622.97 32.47 2-11 3/8 1,767.77 13,417.21 9,040.35 1,284.75 5,478.89 733.20 1,767.77 13,417.21 15,427.28 2,176.18 620.85 4,656.60 2,509.98 18,257.11 15,427.28 2,176.18 3,907.60 508.50 2,509.98 18,257.11 19, 824.63 2,769.17 396.15 3,085.31 2,953.74 21, 329.49 19, 824.63 2,769.17 2,336.31 283.80 W9 2,953.74 21, 329.49 22,232.40 3,063.72 256.01 1,872.75 it W10 " Symmetrical Joist 3,099.08 Standard Verticals Member Position V2 Interior 22,678.64 Max Tension 280.00 22,232.40 3,063.72 Max Comp. Length 1,163.301_27.02 1,872.75 256.01 4-5 3/8 6-5 3/8 8-5 3/8 10-5 3/8 12-5 3/8 14-5 3/8 36.14 16-5 3/8 36.14 36.14 36.14 36.14 36.14 36.14 0 j Job Number 15814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:34:27 AM NEW MILLENNIUM Location: Joist Description: Mark: RI III rLNf. Chord Properties Chord VSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K2801170 Q Material TJ50 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb• 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia' 312.79 Panel LE 0.4686 ILL 360' 241.13 Interior Panel 0.0956 First LL 240' 361.70 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC' 16-5 RE i Gap Between 0.133 Max Bridg BC: 18-71/2 Chords: Length 24.38 27.00 24.00 26.00 24.13 11.1250 I Bending Load 280.00 280.00 0.00 280.00 1 Min Weld Len 2X: 280.00 0.5000 Axial Load 7,847.58 7,670.22 22,678.64 7,487.20 IL 7,641.01 1 Max Load Fillers TC: fa 4,112.13 8,038.38 23,767.17 7,846.57 4,003.88 ,25,013.30 Maximum K L/r 75.84 84.01 44.51 80.90 75.061! Max Load no Fillers TC: Fcr 32,834.28 29,844.96 43,257.25. 30,985.85 33,117.29H19,231.63 Fa 19,700.57 17,906.97 25,954.35 18,591.51 19,870.38 364..2978 2978 Tc : F'e 403,418.25 114,148.45 144,469.141 123,097.95 411,822.56 Cm 0.9949 0.9648 0.88981 1 0.9681 BC Stress: 0.9951 10.95 Panel Point Moment 1529.59 1529.59 0.00 1416.89 1416.89 j BC URz: Mid Panel Moment 1030.52 732.93 0.001 663.24 1036.61 162.9881 Panel Point fb 1196.38 6751.38 0.00' 6253.92 1108.23 TC Shear Stress: Mid Panel fb 806.03 1349.08 0.001 1220.81 810.79 13,704.20 Fillers 0 0 6 0 0 BC Shear Stress: 17,026.19 Panel Point Stress 5,308.50 14,789.76 23,767.17 14,100.49 5,112.11 Mid Panel Stress Web Design Member Web Tension 0.2329 Allow Tension 0.4926 Web Comp 0.9157 Allow Comp 0.4612 Weld Qty 0.2258 Material ' W2 8,443.43 9,716.30 1,148.96 4,281.73 4.41 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 763.82 14,453.10 5,622.97 7,132.52 2.52 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,478.89 5,787.30 733.201 1,424.82 4.10 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W5 620.85 10,795.89 4,656.60 5,038.72 2.43 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,907.60 4,826.79 508.50 1,080.13 3.42 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 396,15 2,336.31 7,865.88 4,826.79 3,085.31 283.80 3,196.88 1,080.13 2.04 x 0.102 2.04 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 256.01 7,865.88 1,872.75 3,196.88 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,872.75 4,826.79 256.01 1,080.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 278.82 4,826.79 1,262.06 1,739.30 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,163.30 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.7.56 x .077 NEW MILLENNIUM R1.111 ru NG SV STFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 1 TCX Left TCX Right j TCX Length 0-0 'TCX Length !0-0 TCX Type R, Rnfd. TCX Type :R, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-6 3/8 BPL Length i2-6 1/8 Clear Bearing I 0-3 7/8 Clear Bearing 0-3 7/8 DDI 11A,4eri,4 A')QD - 1 71C11 s, r1 1 Cr1 I DDI RAnR..r..,I. Anal, - 1 71Cl1 .. A A CAA Total Load 280.00 Total Load Reqd TL Def L/80 Live Load Reqd LL Def L/120 Section Modulus 0.00, 170.00 0.00 i Reqd LL Def L/120 1.2785 Section Modulus Reqd TL Def U80 Live Load Reqd SM 0.0000 Reqd SM 280.001 0.00 170.00 0.00 1.2785 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+I P) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:34:27 AM Marls: TJ50 „1 , Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:35:01 PM NEW MILLENNIUM ' Location: Joist Description: Mark: RIM [11Nr. SVSTRMS Geometry r Base Length: Working Length: 23-4 23-0 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 5 © Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords TJ55 BC Panel 2-8 3/8 2-7 5/8 TC Panel r 1-9 3/8 1-9 3/8 - - - - - - - - - r First Half 11-0 1-0 _ - - 1First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 ,Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 , Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 'Conc Load (lbs) WL (1) 750.00 0.00 TC + 19-8 19-8 '1Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 ' Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) WL (2) 500.00 0.00 TC - 8-0 8-0 'Conc Load Stress Analysis Int. Pane) TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,828.91 Compresion LE: 750.00 BC Tension 0.00 Reaction RE: 3,714.78 BC Compresion TC ' Minimum 957.23 - Shear Web Tension Max 15,967.71 Web 19-8 TC Comp . Comp. Web 19-8 Max BC Tension 16,485.81 Length PP Dist. W2 3,060.07 6,829.84 0.001 0.00 8,169.83 3,420.71 33.95 0-2 V1S 2,997.45 6,541.630.00! 0.00 424.33 1,250.50 18.74 1-93/8 W3 2,997.45 6,541.63 8,925.431 4,138.05 1,838.90 4,051.05 19.35 2-8 3/8 W4 5,122.39 12,136.55 8,925.431 4,138.05 4,213.90 1,164.60 28.40 3-8 3/8 W5 5,122.39 12,136.55 14,651.81 5,973.87 1,007.42 3,128.43 28.40 5-8 3/8 W6 6,021.19 15,967.71 14,651.81 5,973.87 2,117.30 731.02 28.40 7-8 3/8 W7 Symmetrical Standard Verticals Member 6,021.19 Joist Position 15,967.71 Max Tension 16,485.81, 5,816.22 Max Comp. , Length 1,271.84 1,791.12 28.40 9-8 3/8 V2 Interior 300.00 1,085.98 15.18, 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:35:01 PM ' NEW MILLENNIUM Location: Joist Description: Mark: ITJ55 Fll III-CIIINIn Chord Properties_ Chord S`/TFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q - Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Be_ I K: ' 1.00 Top Chord 0.2981 n_ din_ g An alysis_ Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE Mom 172.02 First 1.0563 of Inertia: Panel LE Interior 0.4034 LL 360: 221.13 Panel 0.0545 _ First LL 240: 331.70 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 13-101/4 RE 1.3750 x Gap Between 0.118 Max Bridg BC: 10-91/2 Chords: 19.38 23.00 24.00 22.25 19.38 1.1250 Length Load 260.00 0.00 0.00 0.00 260.00 0i5000Weld Len 2x: MBending Axial Load 6,829.84 6,541.63 15,967.71 6,170.07 6,427.79 Max Load Fillers TC: fa 10,420.88 9,981.13 24,363.30 9,414.20 9,807.43 16,025.28 Maximum K Ur 72.46 86.01 53.74 83.21 72.46 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 255..4422 4422 TC : F'e 152,072.88 107,914.42 99,108.91 115,312.16 152,072.88 - _ Cm 0.9657 0.9538 0.8353 0.9592 0.9678 BC Stress: 0.92 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC URz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 - Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 14,214.64 Fillers 0 0 8 0 0 BC Shear Stress: 15,704.90 Panel Point Stress 17,236.47 17,867.90 24,363.30 17,013.98 16,311.60 , Mid Panel Stress- Web Design Member - - Web Tension - 0.5512 Allow Tension 0.6251 Web Comp 1.0064 T Allow Comp 0.5678 Weld Qty 0.5230 Material W2 8,169.83 9,716.30 3,420.71 5,612.52 4.26 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,838.90 7,865.88 4,051.05 4,916.83 2.67 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,213.90 4,826.79 1,164.60 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,007.42 7,865.88 3,128.43 4,085.56 2.07 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,117.30 4,826.79 731.02 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,271.84 424.33 4,826.79 4,826.79 1,791.12 1,250.50 1,911.35 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 300.00 Joist 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM (Location: 1 TUKWILA, WA RI_III IANC SYSTFMr+ TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right TCX Length 0-4 TCX Length 0-4 TCX Type R TCX Type 1 R TCX Depth 2 1/2 1 TCX Depth '2 1/2 BPL Length 0-8 BPL Length �0-8 Clear Bearing 0-8 1/8 Clear Bearing 10-8 1/4 BPL Material: A28B = 1.7350 Total Load x 0.150 260.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 Reqd TL Def L/80 0.05 Reqd TL Def U80 0.051 Live Load 160.00 Live Load 160.00' Reqd LL Def U120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1288 Section Modulus 0.1288 Reqd SM 0.0130 Reqd SM 0.0130 Mom of Inertia 0.1308 Mom of Inertia 0.1308 Reqd MI 0.0016 Reqd MI 0.0016 Seat Type: Lapped T ' Seat Type: Lapped It Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP 'Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:35:01 PM Mark: TJ55 0 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 [Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:35:26 PM NEW MILLENNIUM Location: Joist Description: Mark: 141.111. nwr. SYSTEMS Geometry Base Length: 23-4 Variable Working Length: 23-0 Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 5 @,4-0 Short Span Crimp Panel Length: 16KA260/160 Shape: Parallel Chords TJ55A BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 ` 1 - - - First Half 1-0 1-0 First Diag. 3-8 3/8 3-7 5/8 [Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position J Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC 1 + 0-0 23-4 Uniform (plf) LL (1) 160.00 160.00 TC 1 + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 19-8 19-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-4 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) WL (2) 500.00 0.00 TC - 8-0 8-0 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,828.91 Compresion LE: 750.00 BC Tension Reaction 3,714.78 0.00 RE: BC Compresion TC Minimum 957.23 Shear. Web - Tension Max 15,967.71 Web 19-8 TC Comp.: Comp. Web 19-8 Max BC 16,485.81 Length Tension PP Dist. W2 3,060.07 6,829.84 0.00 0.00 8,169.83 3,420.71 33.95 0-2 V1S 2,997.45 6,541.63 0.00 0.00 424.33 1,250.50 18.74 1-93/8 W3 2,997.45 6,541.63 8,925.43 4,138.05 1,838.90 4,051.05 19.35 2-8 3/8 W4 5,122.39 12,136.55 8,925.43 4,138.05 4,213.90 1,164.60 28.40 3-8 3/8 W5 5,122.39 12,136.55 14,651.81 5,973.87 1,007.42 3,128.43 28.40 5-8 3/8 W6 6,021.19 15,967.71 14,651.81 5,973.87 2,117.30 731.02 28.40 7-8 3/8 W7 * Symmetrical Standard Verticals Member 6,021.19 Joist Position 15,967.71 Max Tension 16,485.81 Max Comp. 5,8.1.6.22 Length 1,271.84 1,791.12 28.40 9-8 3/8 V2 Interior 300.00 1,085.98 15.18 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:35:26 PM NEW MILLENNIUM Location: Joist Description: Mark: FIIIII f11NF: Chord Properties j Chord SYSTEM Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material TJ55A TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K: 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 72.02 Panel LE 0.4034 LL 360: 221.13 Interior Panel 0.0545 , First LL 240: 331.70 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 13-101/4 RE 1.3750 x Gap Between 0.118 Max Bridg BC: 10-91/2 j Chords: Length 19.38 23.00 24.00 22.25 19.38 1.1250 Bendin Load g 260.00 0.00 0.00 � 0.00 260.00 0 5n weld Len 2X: 0 5000 Axial Load 6,829.84 6,541.63 15,967.71 , 6,170.07 6,427.79 Max Load Fillers TC: fa 10,420.88 9,981.13 24,363.30, 9,414.20 9,807.43:16,025.28 Maximum K L/r 72.46 86.01 53.74 83.21 72.46 . Max Load no Fillers TC: i Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 TCOAURyy: 255.4422 F'e 152,072.88 107,914.42 99,108.91 115,312.16 152,072.88 Cm 0.9657 0.9538 0.8353 0.9592 BC Stress: 0.9678 0.92 1' Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC URz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 14,214.64 Fillers 0 0 8 0 0 BC Shear Stress: 15,704.90 Panel Point Stress 17,236.47 17,867.90 24,363.30 17,013.98 16,311.60 Mid Panel Stress Web Design ' Member Web Tension 0.5512 Allow Tension 0.6251 Web Comp 1.0064 Allow Comp 0.5678 Weld Qty 0.5230 Material W2 8,169.83 9,716.30 3,420.71 5,612.52 4.26 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,838.90 7,865.88 4,051.05 4,916.83 2.67 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,213.90 4,826.79 1,164.60 1,911.35 3.69 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,007.42 7,865.88 3,128.43 4,085.56 2.07 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,117.30 4,826.79 731.02 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,271.84 424.33 4,826.79 4,826.79 1,791.12 1,250.50 1,911.35 3,045.96 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 300.00 Joist 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 . G7 STRESS ANALYSIS - PAGE 3 'Job Number. 1 Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: Joist Description: RI in STEMS ;TUKWILA, WA Short Span Crimp 16KA260/160 TCX Design 1 TCX Left 1 TCX Right TCX Length 0-4 TCX Length i 0-4 TCX Type R TCX Type R 1 TCX Depth 2 1/2 TCX Depth . 2 1/2 BPL Length 0-8 BPL Length , 0-8 Clear Bearing 0-8 1/8 ; Clear Bearing , 0-8 1/4 I BPL Material: A28B = !Total Load 1.7350 x 0.150 J 260.00 j BPL Material: A28B = 1.7350 x 0.150 iTotal Load 260.00 Reqd TL Def L/80 0.05 1 Regd TL Def L/80 0.05 Live Load 160.00 Live Load 1 160.00 Reqd LL Def U120 0.03 Reqd LL Def U120 0.03 Section Modulus 0.1288 Section Modulus 0.1288 Reqd SM 0.0130 Reqd SM 0.0130 Mom of Inertia 0.1308 Mom of Inertia j 0.1308 Reqd MI 0.0016 Reqd MI 0.0016 Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM i Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4120141:35:26 PM Mark: TJ55A G Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:36:07 PM NEW NH L L E N N I UM Location: Joist Description: Mark: 111111n1Nr, SVriTPMi Geometry ' Base Length: Working Length: ' 23-1 112 22-9 1 /2 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 ITJ56 Shape: Parallel Chords BC Panel 2-8 3/8 2-5 1/8 TC Panel 1-9 3/8 1-8 1/8 - - - - - First Half 1-0 1-0 - - _ - First Diag. 3-8 3/8 3-5 1/8 Depth ;16.00 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End 1 Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 23-1 1/2 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-1 1/2 IConc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-6 3/4 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-1 1/2 Conc Load (lbs) � WL (2) 750.00 0.00 TC - 3-8 3-8 I Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,719.54 Compresion LE: 500.00 BC Tension 0.00 Reaction RE: 3,457.42 BC Compresion TC Minimum 929.89 - Shear. Web Tension Max 15,128.67 Web 8-0 TC Comp.: Comp. Web 8-0 Max BC Tension 15,567.46 Length PP Dist. W2 2,816.45 6,605.91 0.00; 0.00 7,919.68 3,148.66 33.96 0-2 V1S 2,753.86 6,317.82 0.00; 0.00 424.27 1,249.28 18.75 1-93/8 W3 2,753.86 6,317.82 8,613.28! 3,798.26 1,684.23 3,909.91 19.35 2-8 3/8 W4 4,590.72 11,648.41 8,613.28 3,798.26 4,271.98 1,097.48 28.40 3-8.3/8 W5 4,590.72 11,648.41 13,987.96 5,250.39 940.35 3,153.26 28.40 5-8 3/8 W6 5,106.24 15,128.67 13,987.96 5,250.39 2,330.21 783.22 28.40 7-8 3/8 W7 Symmetrical Standard Verticals Member 5,106.24 Joist Position 15,128.67 Max Tension 15,567.46 4,709.91 Max Comp. , Length 1,739.42 1,739.42 28.40 9-8 3/8 V2 Interior 300.00 1,084.94 15.18 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:07 PM NEW MILLENNIUM Location: Joist Description: Mark: RIIII TNO Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q Material TJ56 TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K. 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 1.0513 Mom of Inertia: 66.90 Panel LE Interior 0.3969 LL 360: 211.11 Panel 0.0480 First LL 240: 316.66 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 13-101/2 RE 1.3750 x I Gap Between 0:102 Max Bridg BC: 10-8 3/8 Chords: 1 Length 19.38 23.00 24.00 21.00 18.13 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Min Weld Len 2X.. 0.5000 Axial Load 6,605.91 6,317.82 15,128.67 5,138.36 5,389.63 !Max Load Fillers TC: I fa 10,079.20 9,639.64 23,083.11 7,840.04 8,223.42 16,025.28 Maximum K Ur 72.46 86.01 53.74 78.53 67.78 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 31,777.42 35,633.93 11,000.07 Fa 20,383.79 17,432.22 24,209.05 19,066.45 21,380.36 253..1284 1284 TC : F'e 152,072.88 107,914.42 99,108.91 129,448.37 173,771.73 = Cm 0.9669 0.9553 0.8440 0.9697 0.9763 BC Stress: 1.00 Panel Point Moment 877.70 1015.64 0.00 913.91 807.98 BCURz: Mid Panel Moment 382.83 486.04 0.00 333.43 521.54 186.4802 Panel Point fb 6815.59 7886.77 0.00 7096.75 6274.20 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1073.97 1679.86 13,783.23 Fillers 0 0 6 0 0 BC Shear Stress: 17,376.17 Panel Point Stress 16,894.79 17,526.41 23,083.11 14,936.79 14,497.62- Mid Panel Stress ' Web Design Member Web Tension 0.5344 Allow Tension 0.6053 Web Comp 0.9535 Allow Comp 0.4457 Weld Qty 0.4376 Material W2 7,919.68 8,126.46 3,148.66 4,568.66 4.52 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,684.23 7,865.88 3,909.91 4,917.16 2.58 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,271.98 4,826.79 1,097.48 1,912.34 3.74 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 940.35 7,865.88 3,153.26 4,086.29 2.08 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,330.21 4,826.79 783.22 1,912.34 2.04 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,739.42 424.27 4,826.79 4,826.79 1,739.42 1,249.28 1,912.34 3,046.14 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 i V2 * Symmetrical 300.00 Joist 4,826.79 1,084.94 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number: 5814-0005 NEW MILLENNIUM,Location: TUKWILA, WA RI rll Nf: S YSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA2601160 TCX Right TCX Length 0-4 TCX Length 0-0 TCX Type R TCX Type R TCX Depth Live Load 2 1/2 TCX Depth r2 1/2 BPL Length 0-8 i BPL Length 0-4 Clear Bearing 0-8 1/8 'Clear Bearing 0-4 RPI Matarial• A9RR = 1 7350 Y 0 150 RPI Matwrial• A9RR = 1 735n y n 150 Total Load 260.00 Total Load 260.00 Reqd TL Def L/80 0.05 Reqd TL Def L/80 Live Load 0.00, 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1288 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM j 0.0000 Mom of Inertia 0.1308 Mom of Inertia0.00001 Reqd MI I 0.00001 Reqd MI 0.0016 ;Seat Type: Lapped C I' Seat Type: Lapped I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:36:07 PM Mark: TJ56 0Job STRESS ANALYSIS - PAGE 1 Number. Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:36:44 PM ' NEW MILLENNIUM Location: Joist Description: Mark: RL111. nIN6 SYSTEMS Geometry , Base Length: 23-1 1/2 Variable Working Length: 22-91/2 Left End TUKWILA, Right WA Joist Depth: 16.00 End Effective Depth: 15.18 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA260/160 Shape: Parallel Chords TJ56A 1 BC Panel 2-8 3/8 2-5 1/8 1 TC Panel 1-9 3/8 1-8 1/8 - - - 1- - 1 First Half 1-0 1-0 _ 1- . _ s I First Diag. 3-8 3/8 3-5 1/8 1 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End 11 Uniform (plf) DL(1) 100.00 100.00 TC + 0-0 23-1 1/2 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-1 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-6 3/4 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-1 1/2 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) Stress Analysis Int. Panel TC: 24.00 Member TC Summary Max Panel 48.00 Tension BC: WL (2) Reaction 13,719.54 TC Compresion LE: 500.00 BC Tension 0.00 Reaction RE: 3,457.42 BC Compresion TC Minimum 929.89 Shear. Web - Tension 1Max 15,128.67 Web 8-0 TC Comp.: Comp. Web 8-0 Max BC Tension 15,567.46 Length PP Dist. W2 2,816.45 6,605.91 0.001 0.00 7,919.68 3,148.66 33.96 0-2 V1S 2,753.86 6,317.82 0.00 0.00 424.27 1,249.28 18.75 1-9 3/8 W3 2,753.86 6,317.82 8,613.28 3,798.26 1,684.23 3,909.91 19.35 2-8 3/8 W4 4,590.72 11,648.41 8,613.28 3,798.26 4,271.98 1,097.48 28.40 3-8 3/8 11 W5 11 4,590.72 11,648.41 13,987.96 5,250.39 940.35 3,153.26 28.40 5-8 3/8 1 W6 5,106.24 15,128.67 13,987.96 5,250.39 2,330.21 783.22 28.40 7-8 3/8 H W7 Symmetrical j Standard Verticals Member 5,106.24 Joist Position 15,128.67 Max Tension 15,567.46 Max Comp. _ 4,709.91 i Length , 1,739.42 1,739.42 28.40 9-8 3/8 V2 Interior 300.00 1,084.941 15.18 STRESS ANALYSIS - PAGE 2 '# Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:36:44 PM NEW M 1 L L E N N IUM Location: Joist Description: R1111 nwr. Chord Properties Chord SYSTFM9 Area 'TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA260/160 Q IMait TJ56A Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending ' K: 1.00 Top Chord 0.2597 Analysis Fy.• 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 1.0513 Mom of Inertia: 66.90 Panel LE 0.3969 LL 360: 211.11 Interior Panel 0.0480 First LL 240: 316.66 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 13-10112 RE Gap Between 0.102 Max Bridg BC: 10-8 3/8 Chords: Length 19.38 23.00 24,00 21.00 1.1250 18.13 Bending Load 260.00 0.00 0.00 0.00 Min Weld Len 2X: 260.00 0.5000 Axial Load 6,605.91 6,317.82 15,128.67' 5,138.36 5,389.63 Max Load Fillers TC: fa 10,079.20 9,639.64 23,083.11 7,840.04 8,223.421 16,025.28 Maximum K L/r 72.46 86.01 53.74 78.53 67.78 � Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 31,777.42 35,633.93 11,000.07 Fa20,383.79 17,432.22 24,209.05 19,066.45 21,380.36 253.1284 F'e 152,072.88 107,914.42 99,108.91' 129,448.37 173,771.73 Cm 0.9669 0.9553 0.8440 0.9697 BC Stress: 0.9763 1.00 1 Panel Point Moment 877.70 1015.64 0.00 913.91 807.98 BC URz: ' ! Mid Panel Moment 382.83 486.04 0.00 333.43 521.54 186.4802 !Panel Point fb 6815.59 7886.77 0.00 7096.75 6274.20 TC Shear Stress: ' Mid Panel fb 1233.08 1565.50 0.001 1073.97 1679.86 13,783.23 Fillers 0 0 6 0 0 BC Shear Stress: 17,376.17 Panel Point Stress 16,894.79 17,526.41 23,083.11 14,936.79 14,497.62 ' Mid Panel Stress Web Design ' Member Web Tension 0.5344 Allow Tension 0.6053 Web Comp 0.9535 Allow Comp 0.4457 Weld Qty 0.4376 Material 1 W2 7,919.68 8,126.46 3,148.66 4,568.66 4.52 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 1,684 23 7,865.88 3,909.91 4,917 16 2.58 x 0.102 1 C16BB = 1 125 x 1 025 x 102 W4 4,271.98 4,826.79 1,097.48 1,912.34 3.74 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 940.35 7,865.88 3,153.26 4,086.29 2.08 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,330.21 4,826.79 783.221 1,912.34 2.04 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,739.42 424.27 4,826.79 4,826.79 1,739.42 1,912.34 1,249.28 3,046.14 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 ' Symmetrical 300.00 Joist 4,826.79 1,084.94' 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM F1.111. f11Nr �i VSTFMri TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Right 1 TCX Length 0-4 TCX Length 0-0 TCX Type R TCX Type R i TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8BPL Length ! 0-4 Clear Bearing 0-8 1/8 I Clear Bearing !0-4 0.0000' Mom of Inertia . r LQI - DrL IVIdL tId�. ALoo = .(Jw X V. 260.00 Total Load 260.00 i Regd TL Def U80 0.05 Reqd TL Def L/800.00 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def U120 j 0.00' Section Modulus 0.1288 1 Section Modulus j 0.0000 Reqd SM 0.0130 Reqd SM 0.0000' Mom of Inertia 0.1308 Mom of Inertia i 0.0000 Reqd MI 0.0016 Reqd MI I 0.00001 Seat Type: Lapped l Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/20141:36:44 PM Mark: TJ56A G, Job Number:Job 5814-0005 STRESS ANALYSIS - PAGE 1 Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201411:39:12 AM NEW M 1 L L E N N 1 U IV% Location: Joist Description: Mark: RI 111 OIN11 "i`/STFMS Geometry 1 Base Length: Working Length: 20-7 20-3 I Variable Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.18 BC 10 Short Span Round Panel Length: @ 1-8 14K280/170 Shape: Parallel Chords TJ59 i' BC Panel 2-01/8 1-107/8 TC Panel 1-2 1/8 1-0 7/8 IIIiI,IlHIUIIIIII Illllll[IIIJIII;IIIJI II!IIIJIII,IIIJIII,IIIJIII;III IIII'IIIIIIIIIIIII II;IIIII 1 I First Half 0-10 0-10 First Diag. '2-10 1/8 2-8 7/8 I Depth 114.00 Loads Load Type Category 14.00 Load1 Load2 Position i Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-7 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-7 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 1 + 10-3 1/2 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC 1 + 0-0 0-0 ' Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-7 Gross Uplift Stress Analysis Int Panel TC' 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC' WL (2) 1 Reaction 13,322.65 TC Compresion LE 42.00 BC Tension 42.00 Reaction RE: 3,328.83 BC Compresion TC Minimum 832.21 1 - Shear: Web Tension Max 16,642.98 Web 0-0 TC Comp.: Comp. Web 20-7 Max BC Tension 15,114.18 Length PP Dist. W2 2,692.15 7,503.76 0.00 0.00 6,215.31 789.38 25.75 0-2 V 1 S 2,838.41 7,283.40 0.00 0.00 449.97 1,162.91 16.55 1-2 1/8 W3 2,838.41 7,283.40 6,604.97 899.36 442.06 3,489.45 16.55 2-0 1/8 W4 1,910.28 10,373.68 6,604.97 899.36 2,903.70 354.20 16.55 2-101/8 W5 1,910.28 10,373.68 9,794.351 1,320.86 354.20 2,857.21 16.55 3-81/8 W6 1,478.52 12,934.92 9,794.35• 1,320.86 2,271.45 266.34 16.55 4-61/8 W7 1,478.52 12,934.92 12,275.67 1,636.17 266.34 2,217.21 16.55 5-4 1/8 W8 1,740.71 14,867.14 12,275.67 1,636.17 1,631.46 178.47 16.55 6-2 1/8 W9 1,740.71 14, 867.14 14, 048.95 1,845.26 178.47 1,584.97 16.55 7-0 1/8 W10 1,896.71 16,170.32 14, 048.95 1,845.26 1,044.58 133.44 16.55 7-10 1/8 W11 1,896.71 16,170.32 15,114.18 1,948.15 133.44 1,044.58 16.55 8-8 1/8 W121,946.49 * Symmetrical I Joist 16,642.98 15,114.18 1,948.15 1,044.58 1,044.58 16.55 9-6 1/8 i 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:39:12 AM NEW MILLENNIUM Location: Joist Description: Mark: 6IIO.nING Chord Properties I Chord S 'TSMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material TJ59 TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 50.46 Panel LE Interior 0.3969 LL 360: 227.04 Panel 0.0480 -_ First LL 240: 340.56 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 10-2 718 RE 1.3750 x Gap Between 0.102 Max Bridg BC: 12-11 518 Chords: Length 12.13 20.00 20.00 20.00 10.88 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 0/5000n d Len 2X. Axial Load 7,503.76 7,283.40 16,642.98 7,111.92 7,323.70 Max Load Fillers TC: fa 4,661.88 11,112.92 25,393.62 10,851.27 4,550.01 17,088.70 Maximum K Ur 45.34 74.79 44.78 74.79 44.65 Max Load no Fillers TC: Fcr 42,867.71 33,132.21 43,025.89 33,132.21 43,064.49 13,159.20 Fa 25,720.63 19,879.33 25,815.53 19,879.33 25,838.70 TC 301..35423542 F'e 1,649,287.50 142,716.83 142,716.83 142,716.83 2,050,224.13 - Cm 0.9986 0.9611 0.8808 0.9620 0.9989 BC Stress: 0.97 Panel Point Moment 755.80 783.69 0.00 784.40 753.17 BCURz: Mid Panel Moment 391.61 396.92 0.00 397.88 436.00 77.7001 Panel Point fb 636.92 6085.61 0.00 6091.11 634.71 TC Shear Stress: Mid Panel fb 330.01 1278.45 0.00 1281.55 367.42 12,101.29 Fillers 0 0 5 0 0 BC Shear Stress: 15,254.94 Panel Point Stress 5,298.80 17,198.53 25,393.62 16,942.38 5,184.72 Mid Panel Stress Web Design Member _ Web Tension 0.1017 Allow Tension 0.6010 Web Comp 0.9837 Allow Comp 0.5879 Weld Qty 0.1004 Material W2 6,215.31 6,776.60 789.38 2,443.64 2.36 x 0.177 1 R056 = round 9/16 V1S 449.97 7,529.55 1,162.91 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W3 442.06 7,529.55 3,489.45 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W4 2,903.70 7,529.55 354.20 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W5 354.20 7,529.55 2,857.21 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,271.45 266.34 5,947.89 5,947.89 266.34 2,217.21 2,363.63 2,363.63 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,631.46 5,947.89 178.47 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W9 178.47 5,947.89 1,584.97 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W10 1,044.58 5,947.89 133.44 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W11 133.44 5,947.89 1,044.58 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W12 -- - -- - - -- * Symmetrical 1,044.58 -- Joist 5,947.89 1,044.58 2,363.63 2.00 x 0.170 1 R050 = round 1/2 NEW MILLENNIUM RI 111_ f1INI.. SVSTFMS TCX Design TCX Left Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. ' TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 1-7 BPL Length 1-5 3/4 Clear Bearing 0-5 Clear Bearing 0-4 3/4 BPL Material: A30B = 1.7970 x 0.158 BPL Material: A30B = 1.7970 x 0.158 1 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00{ Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 i Section Modulus 1.0353 Section Modulus 1.03531 Reqd SM 0.0000 Reqd SM 0.0000' Mom of Inertia 1.4207, Mom of Inertia 1.4207 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) _ Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 'Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+I P) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:39:12 AM Mark: TJ59 00 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:54:58 AM NEW MILLENNIUM Location: Joist Description: Mark: Rt.iu_nwr. SYSTEMS Geometry Base Length: 20-7 Variable Working Length: 20-3 Left End TUKWILA, Right Joist Depth: 14.00 End WA Effective Depth: 13.18 BC 10 Short Span Round Panel Length: @ 1-8 - 14K280/170 Shape: Parallel Chords TJ59A BC Panel 2-1 1/8 1-97/8 TC Panel 1-3 1/8 0-117/8 IIIII1111111'Ilfllllilllllllpl111iIllIILllIilII1lIIllIILILIIIILIII;IIIIIIIIIIIifI;IIIIII111II First Half 0-10 0-10 First Diag. 2-11 1/8 2-7 7/8 Depth Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 20-7 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 20-7 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-3 1/2 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-7 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,322.65 Compresion LE: 42.00 BC Tension Reaction 3,328.83 42.00 RE: BC Compresion TC Minimum 1832.21 Shear: Web - Tension Max 16,641.21 Web 0-0 TC Comp.: Comp. Web 20-7 Max BC 15,148.85 Length Tension PP Dist. W2 2,638.96 7,646.26 0.00 0.00 6,400.26 812.33 26.62 0-2 V1S 2,890.19 7,419.04 0.00 0.00 455.73 1,177.55 16.55 1-31/8 W3 2,890.19 7,419.04 6,781.26 922.95 446.46 3,526.49 16.55 2-1 1/8 W4 1,951.82 10,516.68 6,781.26 922.95 2,940.73 358.59 16.55 2-11 1/8 W5 1,951.82 10, 516.68 9,935.22 1,339.15 358.59 2,886.50 16.55 3-9 1/8 W6 1,494.15 13,046.47 9,935.22 1,339.15 2,300.74 270.73 16.55 4-7 1/8 W7 1,494.15 13,046.47 12,381.15 1,649.14 270.73 2,246.50 16.55 5-51/8 W8 1,751.04 14,947.23 12,381.15 1,649.14 1,660.75 182.87 16.55 6-3 1/8 W9 1,751.04 14,947.23 14,119.02 1,852.93 182.87 1,614.26 16.55 7-1 1/8 W10 1,901.72 16, 218.97 14,119.02 1,852.93 1,044.58 133.44 16.55 7-11 1/8 W11 1,901.72 16, 218.97 15,148.85 1,950.51 133.44 1,044.58 16.55 8-9 1/8 W12 * Symmetrical 1,946.19 Joist 16!641.21 15,148.85 1,950.51 1,044.58 1,044.58 16.55 9-7 1/8 0 I Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:54:58 AM NEW Nil L L E N N I U M I Location: Joist Description: Mark: R1111 -MING Chord Properties Chord SV STEMS Area ,TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K2801170 Q Material TJ59A TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending I K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 50.46 Panel LE 0.3969 1 LL 360: 1227.04 Interior Panel 0.0480 First LL 240: 340.56 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-2 7/8 RE Gap Between 0.102 Max Bridg BC: 12-11 1/2 Chords: Length 13.13 20.00 20.00 20.00 0.5000 9.88 'Min Bending Load 280.00 0.00 0.00 0.00 weld Len 2x: 280.00 0 5000 Axial Load 7,646.26 7,419.04 16,641.21 6,973.20 7,178.12 Max Load Fillers TC: fa 4,750.41 11,319.87 25,390.92 10,639.60 4,459.56, 17,088.70 Maximum K L/r 49.08 74.79 44.78 74.79 44.65 i I Max Load no Fillers TC: Fcr 41,779.55 33,132.21 43,025.89 33,132.21 43,064.4911,13,159.20 Fa 25,067.73 19,879.33 25,815.53 19,879.33 TC OAL/Ryy: 25,838.70; 3013542 F'e 1,407,541.63 142,716.83 142,716.83 142,716.83 IL.3542 2,486,484.001( - Cm 0.9983 0.9603 0.8808 0.9627 0.99911 BC Stress: 0.97 Panel Point Moment 759.11 782.80 0.00' 784.67 752.18 BC 1JRz: Mid Panel Moment 353.45 395.71 0.00 . 398.24 468.79 . 77.7001 Panel Point fb 639.71 6078.70 0.00 6093.19633.87 TC Shear Stress: Mid Panel fb 297.86 1274.56 0.00 1282.72 395.061112 ,117.00 Fillers 0 0 5', 0 01527508 Panel Point Stress 5,390.12 17,398.58 25,390.92 16,732.79 5,093.43 ' Mid Panel Stress Web Design ' Member Web Tension 0.1048 Allow Tension 0.6114 Web Comp 0.9836 Allow Comp 0.5772 Weld Qty 0.0995 Material W2 6,400.26 6,776.60 812.33 2,287.58 2.43 x 0.177 1 R056 = round 9/16 V1S 455.73 7,529.55 1,177.55 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W3 446.46 7,529.55 3,526.49 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W4 2,940.73 7,529.55 358.59 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W5 358.59 7,529.55 2,886.501 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W6 W7 2,300.74 270.73 5,947.89 5,947.89 270.73 2,246.50 2,363.63 2,363.63 2.00.x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,660.75 5,947.89 182.87 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W9 182.87 5,947.89 1,614.26 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W10 1,044.58 5,947.89 133.44 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W11 133.44 5,947.89 1,044.58 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical I 1,044.58 Joist 5,947.89 1,044.58 2,363.63 _2.00 x 0.170 1 R050 = round 1/2 ' Job Number.. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 81111 flINf: rivGTF .1 TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 TCX Right 1 TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 1-8 BPL Length 1-4 3/4 Clear Bearing 0-5 1/8 Clear Bearing 0-4 5/8 BPL Material: A30B = 1.7970 Total Load x 0.158 280.00 ,BPL Material: A30B = 1.7970 x 0.158 Total Load j 280.00' Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 j Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.0353 Section Modulus 1.0353 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4207 Mom of Inertia 1.4207 Reqd MI 0.0000 Reqd MI 0.0000 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX 'Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:54:58 AM Mark: TJ59A r 0 ! Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:37:03 PM NEW /MILLENNIUM � Location: Joist Description: Mark: RIM ninin SVSTRMS Geometry Base Length' Working Length. 23-1 1/2 22-91/2 Variable Left End TUKWILA, Right Joist Depth. 16.00 End WA Effective Depth. 15.18 BC 5 @ Short Span Crimp Panel Length' 4-0 16KA280/170 Shape: Parallel Chords TJ62 BC Panel 2-8 3/8 2-5 1/8 TC Panel 1-9 3/8 1-8 1/8 - - - - - - - - - First Half 1-0 1-0 - First Diag. i 3-8 3/8 3-5 1/8 Depth ' 16.00 1 Loads Load Type Category 16.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-1 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-1 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-6 3/4 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 23-1 1/2 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) Stress Analysis Int. Panel TC: 24.00 Member TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,919.06 Compresion LE: 500.00 BC Tension 0.00 Reaction RE: 3,685.34 BC Compresion TC Minimum 979.77 - Shear. Web Tension Max 16,009.65 Web 8-0 TC Comp.: Comp. Web 8-0 Max BC Tension 16,600.90 Length PP Dist. W2 2,817.66 6,979.63 0.00 0.00 8,337.00 3,149.73 33.95 0-2 V1S 2,755.04 6,669.03 0.00 0.00 404.44 1,298.09 18.74 1-93/8 W3 2,755.04 6,669.03 9,087.57 3,799.88 1,684.51 4,107.51 19.35 2-8 3/8 W4 4,592.69 12,313.98 9,087.57, 3,799.88 4,540.32 1,097.82 28.40 3-8 3/8 W5 4,592.69 12,313.98 14,789.17: 5,252.64 940.64 3,327.98 28.40 5-8 3/8 W6 5,108.43 16,009.65 14,789.17 5,252.64 2,433.59 802.30 28.40 7-8 3/8 W7 * Symmetrical Standard Verticals Member 5,108.43 Joist Position 16,009.65 Max Tension 16,600.90 4,711.93 Max Comp. Length 1,833.29 1,833.29 28.40 9-8 3/8 ' V2 Interior 280.00 , 1,129.96 15.18 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:37:03 PM NEW MILLENNIUM Location: Joist Description: Mark: 111111 rb,tir. Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q �TJ62 Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K: 1.00 Top Chord 0.2981 Analysis Fy: 50,000.00 Check 0.4274 End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 72.02 Panel LE Interior 0.4034 LL 360: 227.25 Panel 0.0545 First LL 240: 340.87 Panel 0.9962 RE End Panel A18B = Max Bridg TC: 13-101/2 RE 1.3750 x Gap Between 0.118 I Max Bridg BC: 11-61/8 Chords: Length 19.38 23.00 24.00 21.00 18.13 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X 0.5000 Axial Load 6,979.63 6,669.03 16,009.65 5,501.62 5,772.33 fa 10,649.43 10,175.51 24,427.29 8,394.29 8,807.33 Max Load Fillers TC: 16,025.28 Maximum K L/r 72.46 86.01 53.74 78.53 67.78 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 31,777.42 35,633.93 11,000.07 Fa 20,383.79 17,432.22 24,209.05 19,066.45 21,380.36 253..1284 1284 Tc : F'e 152,072.88 107,914.42 99,108.91 129,448.37 173,771.73 - Cm 0.9650 0.9529 0.8349 0.9676 0.9747 0. Stress: 0.93 Panel Point Moment 945.21 1093.77 0.00 984.21 870.13 BC L/Rz: Mid Panel Moment 412.28 523.43 0.00 359.08 561.66 187.8669 Panel Point fb 7339.86 8493.44 0.00 7642.65 6756.83 TC Shear Stress: Mid Panel fb 1327.94 1685.92 0.00 1156.58 1809.08 14,505.51 Fillers 0 0 8 0 0 BC Shear Stress: 16,026.27 Panel Point Stress 17,989.29 18,668.95 24,427.29 16,036.94 15,564.16 - Mid Panel Stress Web Design Member - Web Tension 0.5656 Allow Tension 0.6405 Web Comp 1.0090 Allow Comp 0.4776 Weld Qty 0.46931 Material W2 8,337.00 9,716.30 3,149.73 5,612.52 4.35 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 1,684.51 7,865.88 4,107.51 4,916.83 2.71 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,540.32 4,826.79 1,097.82 1,911.35 3.97 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 940.64 7,865.88 3,327.98 4,085.56 2.20 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,433.59 4,826.79 802.30 1,911.35 2.13 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 1,833.29 4,826.79 1,833.29 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 404.44 4,826.79 1,298.09 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 " Symmetrical i 280.00 Joist 4,826.79 1,129.96 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077__ G7 NEW MILLENNIUM 111111_fnINr. qVSTFMS+ TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left TCX Right TCX Length 0-4 TCX Length 0-0 TCX Type R TCX Type _ . R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-8 BPL Length 0-4 Clear Bearing 0-8 1/8 Clear Bearing ; 0-4 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00' Reqd TL Def L/80 0.05 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.03 Reqd LL Def U120 0.00 Section Modulus 0.1288 Section Modulus 0.0000 Reqd SM 0.0140 Reqd SM 0.0000 Mom of Inertia 0.1308 Mom of Inertia 0.0000 Reqd MI 0.0017 Reqd MI 0.0000 Seat Type: Lapped jI Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:37:03 PM Mark: TJ62 I 0 Job Number.•Job 5814-0005 STRESS ANALYSIS - PAGE 1 Name: INTERURBAN OFFICES - SHOPORDERS I Date Run: I 8/4/2014 1:37:19 PM I NEW IV' 1 L L E N N 1 U M Location: Joist Description: Mark: j PIMA:11NC: SV7FMS Geometry Base Length: 23-4 Variable Working Length: 23-0 Left End TUKWILA, Right Joist Depth. 16.00 End WA Effective Depth: 15.16 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords TJ63 I BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-8 5/8 - - - - - First Half 1-0 1-0 _ _ _ First Diag. 3-8 3/8 3-7 5/8 Depth Loads Load Type 16.00 Category 16.00 Load1 Load2 Position 1 Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-4 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-8 0-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 3-8 3-8 Conc Load (lbs) WL (1) 500.00 0.00 TC + 8-0 8-0 Conc Load (lbs) WL (1) 750.00 0.00 TC + 19-8 19-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 23-4 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Conc Load (lbs) WL (2) 500.00 0.00 TC- 8-0 8-0 Conc Load Stress Analysis Int. Panel TC: 24.00 Member (lbs) TC Summary Max Panel 48.00 Tension BC: WL (2) _ Reaction 14,030.16 TC Compresion LE: 750.00 BC Tension Reaction 3,916.03 0.00 RE: BC Compresion TC l Minimum 11,007.54 Shear. Web - Tension Max 16,875.63 Web 19-8 TC Comp.: Comp. Web 19-8 _ Max BC 17,421.17 Length Tension PP Dist. W2 3,063.64 7,212.80 0.00 0.00 8,596.54 3,423.90 33.95 0-2 V1S 3,000.95 6,901.83 0.00 0.00 409.93 1,299.77 18.73 1-9 3/8 W3 3,000.95 6,901.83 9,412.09 4,142.89 1,839.73 4,252.13 19.33 2-8 3/8 W4 5,128.37 12,820.06 9,412.09 4,142.89 4,480.76 1,165.57 28.39 3-8 3/8 W5 5,128.37 12,820.06 15,475.93 5,980.85 1,008.26 3,293.88 28.39 5-8 3/8 I W6 6,028.22 16,875.63 15,475.93 5,980.85 2,220.48 731.63 28.39 7-8 3/8 W7 * Symmetrical Standard Verticals Member 6,028.22 Joist Position 16,875.63 Max Tension 17,421.17 Max Comp. 5,823.01 Length 1,326.74 1,886.83 28.39 9-8 3/8 V2 Interior 280.00 1,131.14 15.16 I0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Name: [ INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:37:19 PM I NEW MILLENNIUM Location: Joist Description: Mark: F1111 nwr. I Chord Properties Chord SVSTFM Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material TJ63 TC 1 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A228 = 1.5000 x 0.129 BC Axial and Bending K: 1.00 Top Chord 0.2981 0.4274 Analysis Fy: 50,000.00 Check End Fb: 30,000.00 Panel 0.2555 LE First 1.0563 Mom of Inertia: 74.72 Panel LE Interior 0.4034 LL 360: 229.44 Panel 0.0545 First LL 240: 344.16 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 14-2 RE ' Gap Between 0.118 Max Bridg BC: 10-9 3/8 Chords: Length 19.38 23.00 24.00' 23.00 18.63 11.1250 BendingLoad 280.00 0.00 0.00 0.00 280.00 0.5 00WelLen 2X: 0.5000 Axial Load 7,212.80 6,901.83 16,875.63 6,516.60 6,815.53 ' Max Load Fillers TC: fa 10,118.97 9,682.70 23,675.12 9,142.25 9,561.63 117,689.38 Maximum K L/r 69.27 82.23 51.48 82.2366.59 j Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,384.37 35,977.77 12,564.67 Fa 21,023.30 18,230.62 24,571.04 18,230.62 21,586.66 249..8321 8321 Tc : F'e 165,713.86 117,594.39 107,999.01 117,594.39 179,328.66 ' Cm 0.9695 0.9588 0.8531 0.9611 BC Stress: 0.97331'0 97 Panel Point Moment 945.21 1093.77 0.00 1104.05 906.27 BC L/Rz: Mid Panel Moment 412.28 523.43 0.00 537.76 348.63 187.8669 Panel Point fb 6470.14 7487.03 0.00 7557.40 6203.55 TCShearStress: Mid Panel fb 1167.69 1482.47 0.001 1523.07 987.41 ,13,675.03 Fillers 0 0 61 0 0 BC Shear Stress: 16,512.69 Panel Point Stress 16,589.11 17,169.73 23,675.12 16,699.65 15,765.17 Mid Panel Stress . Web Design Member Web Tension 0.5189 Allow Tension 0.5803 Web Comp 0.9635 Allow Comp 0.5517 Weld Qty 0.4744 Material W2 8,596.54 9,716.30 3,423.90 5,628.26 4.49 x 0.129 1 C22BB = 1.125 x 1.110 x .129 ' W3 1,839.73 7,865.88 4,252.13 4,925.57 2.81 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 4,480.76 4,826.79 1,165.57 1,924.18 3.92 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,008.26 7,865.88 3,293.88 4,094.98 2.17 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,220.48 4,826.79 731.63 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 1,326.74 409.93 4,826.79 4,826.79 1,886.83 1,299.77 1,924.18 3,051.44 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 280.00 Joist 4,826.79 1,131.14 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 i [Job Number: 5814-0005 NEW MILLENNIUM Location: ITUK1MLA, WA RI 111_f.71N1: SYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left TCX Right TCX Length 0-4 TCX Length 0-4 TCX Type R TCX Type I R TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 0-8 BPL Length 0-8 Clear Bearing 0-8 1/8 Clear Bearing 0-7 7/8 BPL Material: A28B = 1.7350 Total Load x 0.150 280.00 BPL Material: A28B = 1.7350 Total Load x 0.150 1 280.00 Reqd TL Def L/80 0.05 Reqd TL Def L/80 0.05 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1461 Section Modulus 0.1461 Reqd SM 0.0140 Reqd SM 0.0140 Mom of Inertia 0.1550 Mom of Inertia 0.1550 Reqd MI 0.0017 Reqd MI j 0.0017 Seat Type: Lapped I Seat Type: Lapped - � Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 1:37:19 PM Mark: TJ63 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name. INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:48:36 AM NEW MILLENNIUM Location: Joist Description: Mark: 111111 nwr. S V STFM4 Geometry ' Base Length: Working Length: 36-51/2 36-1 1/2 Variable Left End TUKWILA, Right Joist Depth: 28.00 End WA lEffectiveDepth: 27.04 BC 7 @ Short Span Crimp Panel Length: 4-0 28K280/170 Shape: Parallel Chords TJ68 i BC Panel I4-6 3/8 3-11 1/8 111 IJ 11 111 111111111111111 LI IJ 1 I 1 LI I J 1 LI 1.11111J IJ 111 LI 1,11111,1 1J 111111111 I ISI I 1 LI 111111 111', TC Panel 3-3 3/8 2-11 1/8 First Half 2-0 2-0 � First Diag. 6-6 3/8 5-11 1/8 • I Depth Loads Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-5 1/2 r Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-5 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-2 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-5 1/2 Gross Uplift Stress Analysis i Int. Panel TC* 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC• WL (2) TC Reaction 5,550.56 Compresion LE 42.00 BC Tension 42.00 Reaction RE• 5,554.03 BC Compresion TC Minimum 1,388.51 - Shear Web Tension Max 21,911.69 Web 0-0 TC Comp • Comp. Web 36-5 1/2 Max BC 22,231.96 Length Tension PP Dist. W2 1,342.54 10,685.54 0.00 0.00 11,147.68 1,510.95 58.94 0-2 V1S 1,268.41 10,246.48 0.00, 0.00 171.47 1,691.13 30.93 3-3 3/8 W3 1,268.41 10,246.48 12,472.66 1,764.99 775.04 5,728.68 36.16 4-6 3/8 W4 2,163.74 15,992.89 12,472.66 1,764.99 4,792.78 634.66 36.16 6-63/8 W5 2,163.74 15,992.89 17,736.00' 2,487.94 522.35 3,969.78 36.16 8-6 3/8 W6 2,737.59 19,835.31 17,736.00 2,487.94 3,221.06 410.04 36.16 10-6 3/8 W7 2,737.59 19,835.31 21,011.44 2,912.69 297.73 2,398.06 36.16 12-6 3/8 W8 3,013.25 21,911.69 21,011.44 2,912.69 1,856.44 253.57 36.16 14-6 3/8 W9 * Symmetrical Standard Verticals Member 3,013.25 Joist Position 21,911.69 Max Tension 22,231.96 3,039.27 Max Comp.,Length 253.57 1,856.44 36.16 16-6 3/8 V2 Interior 280.00 1,160.44 27.04 00 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:48:36 AM NEW MI L L E N N I UM ;Locaatioon�:' Joist Description: Mark: 81.111 1"11N1: ' Chord Properties I Chord �'.VSTFMS Area TUKW1LA, Rx w WA Rz Ryy Y Short Span Crimp Ix 28K280/170 Q Material TJ68 I TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 1 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 298.83 Panel LE 0.4686 LL 360: � 236.81 Interior Panel 0.0956 First LL 240: 355.21 Panel 0.9950 RE End Panel A24B = 1.5940 x Max Bridg TC: 16-0118 RE Gap Between 0.133 Max Bridg BC: 1 18-81/2 Chords: 1 Length 37.38 39.00 24.00' 36.00 33.13 1.1250 j I Bending Load 280.00 280.00 0.00 280.00 280.00 ' Min weld Len 2x 0.5000 Axial Load 10,685.54 10,246.48 21,911.69 9,273.45 9,591.35 i 1 ' fa 5,886.05 11,897.91 25,443.21 10,768.05 5,283.33 Max Load Finers TC: 22,261.66 ' Maximum K L/r 61.03 75.74 46.61 69.92 108.18 Max Load no Fillers TC: Fcr 38,079.75 32,869.68 42,656.07 34,973.93 21,249.29 16,651.95 I Fa 22,847.85 19,721.81 25,593.64 20,984.36 12,749.57 TC 370..64846484 F'e 172,277.77 49,890.10 131,741.05 58,551.57 219,320.83 Cm 0.9829 0.8808 0.8706 0.9080 0.9880 BC Stress: 0.95 Panel Point Moment 3444.71 3444.71 0.00 2875.80 2875.80 BC URz: Mid Panel Moment 2473.35 1632.15 0.00 1393.25 1886.18 162.9881 Panel Point fb 2759.99 17635.63 0.00 14723.03 2304.16 TC Shear Stress: Mid Panel fb 2069.26 3488.17 0.00 2977.60 1578.02 15,364.35 Fillers 1 1 8 1 0 BC Shear Stress: 17,110.86 Panel Point Stress 8,646.04 29,533.54 25,443.21 25,491.08 7,587.49 j Mid Panel Stress Web Design Member Web Tension 0.3215 Allow Tension 0.7546 Web Comp 0.9941 j Allow Comp 0.6288 Weld Qty 0.4625 _ Material 1 W2 11,147.68 13,007.79 1,510.95 3,450.76 5.00 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 775.04 14,453.10 5,728.68 6,534.98 2.57 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,792.78 4,826.79 634.661 1,074.05 4.19 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 522.35 10,795.89 3,969.78' 5,019.21 2.07 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 3,221.06 4,826.79 410.04 1,074.05 2.82 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 297.73 1,856.44 7,865.88 4,826.79 2,398.06 3,182.00 253.57 1,074.05 2.00 x 0.102 2.00 x 0.077 1 1 C16BB = 1.125 x 1.025 x .102 C10AB = 1.125 x 0.756 x .077 W9 253.57 7,865.88 1,856.44 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 171.47 5,787.30 1,691.13 1,936.79 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 * Symmetrical I 1 280.00 Joist 4,826.79 1,160.44 1,901.71 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM FI1111 flhNfl SYSTEM �. TCX Design TCX Left Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K280/170 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 3-8 i BPL Length 3-3 3/8 Clear Bearing 0-4 Clear Bearing 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.001; Total Load 280.00 Reqd TL Def U80 0.00! Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 11:48:36 AM Mark: TJ68 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:14:55 PM , NEW MILLENNIUM Location: Joist Description: Mark: Rl.lit_niNr SYSTEMS Geometry Base Length: 20-7 Variable Working Length: 20-3 Left End TUKWILA, Right Joist Depth: 14.00 End WA _ 1EffectiveDepth: 13.16 BC 10 Short Span Round Panel Length: @ 1-8 14K300/180 Shape: Parallel Chords TJ70 BC Panel 2-1 1/8 1-9 7/8 TC Panel 1-3 1/8 0-11 7/8 1 1 1 11;1 I I I 1 11'1 I I I 1 11fI I I I I 1 IJI 11111 III 1111 I I fI 11111 I II 1111 I Ill 1111 l I 111 1 1 1111111 11 I I j1 1 111 I Ijl I I I , First Half 0-10 0-10 First Diag. 2-11 1/8 2-7 7/8 Depth Loads Load Type 14.00 Category 14.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 20-7 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 20-7 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-3 1/2 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-7 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 3,525.15 Compresion LE: 42.00 BC Tension Reaction 3,531.33 42.00 RE: BC Compresion TC- Minimum 1882.83 Shear. Web Tension Max 17,478.71 Web 0-0 TC Comp.: Comp. Web 20-7 Max BC Tension 16,107.24 Length - PP Dist. W2 2,535.45 7,939.14 0.00 0.00 6,796.51 813.46 26.61 0-2 V1S 2,805.79 7,693.68 0.00 0.00 440.40 1,217.73 16.53 1-31/8 W3 2,805.79 7,693.68 7,234.04 924.65 446.76 3,741.60 16.53 2-1 1/8 1 W4 1,796.06 11, 002.65 7,234.04 924.65 3,113.58 358.83 16.53 2-11 1/8 W5 1,796.06 11,002.65 10,592.37 1,341.62 358.83 3,059.31 16.53 3-91/8 W6 1,496.90 13,688.66 10,592.37 1,341.62 2,431.29 270.91 16.53 4-7 1/8 W7 1,496.90 13,688.66 13,190.68 1,652.18 270.91 2,377.02 16.53 5-5 1/8 W8 1,754.26 15,700.15 13,190.68 1,652.18 1,749.00 182.99 16.53 6-3 1/8 W9 1,754.26 15,700.15 15,028.97 1,856.34 182.99 1,702.48 16.53 7-1 1/8 W10 1,905.22 17, 037.13 15, 028.97 1,856.34 1,108.87 133.53 16.53 7-11 1/8 W11 1,905.22 17, 037.13 16,107.24 1,954.09 133.53 1,108.87 16.53 8-9 1/8 I W12 * Symmetrical 1,949.77 Joist 17,478.71 16,107.24 1,954.09 1,108.87 1,108.87 16.53 9-7 1/8 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:14:55 PM 1 NEW MILLENNIUM Location: Joist Description: Mark: R1111 nwr, Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 14K300/180 Q Material TJ70 TC 0.3564 0.4662 0.2797 0.8320 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 1 Axial and Bending K 1.00 Top Chord 0.2981 Analysis Fy 50,000.00 Check 0.4274 End Fb- 30,000.00 Panel 0.2555 LE First 0.7809 Mom of Inertia. 56.34 Panel LE 0.4034 ILL 360• i 253.46 Interior Panel 0.0545 First I LL 240' 380.20 Panel 0.9962 RE End Panel A18B = 1.3750 x Max Bridg TC: 10-6 7/8 RE Gap Between 0.118 Max Bridg BC: 13-11 3/8 Chords: 1 Length 13.13 20.00 20.00 20.00 9.88 , 0.5000 • Bending Load 300.00 0.00 0.00 0.00 Weld 300.00 015 00 Len 2x ,Axial Load 7,939.14 7,693.68 17,478.71 7,212.02 7,433.40 Max Load Fillers TC: fa 4,762.53 10,793.60 24,521.20 10,117.87 4,459.15 18,716.89 Maximum K Ur 46.93 71.51 43.27 71.51 43.27 ' Max Load no Fillers TC: Fcr 42,306.02 34,247.82 43,330.46 34,247.82 43,330.46 14,793.58 Fa 25,383.61 20,548.69 25,998.28 20,548.69 25,998.28 292..00778080 29 F'e 1,408,485.25 155,518.58 155,518.58 155,518.58 2,488,150.75 ' ' Cm 0.9983 0.9653 0.8944 0.9675 BC Stress: 0.9991 , 0.90 Panel Point Moment 810.68 839.43 0.00 841.71 802.20, 'BCURz: Mid Panel Moment 376.49 424.94 0.00 428.04 499.19 78.2779 Panel Point fb 673.22 5746.05 0.00' 5761.67 666.18 TC Shear Stress: Mid Panel fb 312.65 1203.55 0.00 1212.32 414.55 11,757.34 Fillers 0 0 5 0 0 BC Shear Stress: 14,202.27 Panel Point Stress 5,435.76 16,539.65 24,521.20 15,879.54 5,125.33 Mid Panel Stress Web Design Member Web Tension 0.1044 Allow Tension 0.5645 Web Comp 0.9432 Allow Comp 0.5317 Weld Qty 0.0997 Material W2 6,796.51 8,366.44 813.46 3,515.57 2.47 x 0.185 1 R062 = round 5/8 V1S 440.40 9,296.04 1,217.73 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W3 446.76 9,296.04 3,741.60, 5,178.14 2.00 x 0.185 1 R062 = round 5/8 ' W4 3,113.58 9,296.04 358.831 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W5 358.83 9,296.04 3,059.31 5,178.14 2.00 x 0.185 1 R062 = round 5/8 W6 W7 2,431.29 270.91 5,947.89 5,947.89 270.91 2,385.33 2,377.02 2,385.33 2.00 x 0.170 2.00 x 0.170 1 1 R050 = round 1/2 R050 = round 1/2 W8 1,749.00 5,947.89 182.99' 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W9 182.99 5,947.89 1,702.48 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W10 1,108.87 5,947.89 133.53 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W11 133.53 5,947.89 1,108.87 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W12 * Symmetrical 1,108.87 Joist 5,947.89 1,108.87 2,385.33 2.00 x 0.170 1 R050 = round 1/2 Job Number: ; 5814-0005 NEW MILLENNIUM',Location: TUKWILA, WA RI111. flINf: SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Round 14K3001180 TCX Right 1 TCX Length 0-0 :TCX Length '0-0 TCX Type R, Rnfd. : TCX Type R, Rnfd. TCX Depth 2 1/2 I TCX Depth 2 1/2 ' BPL Length 1-8 1/8 ' BPL Length ;1-4 7/8 Clear Bearing 0-5 Clear Bearing 10-4 1/2 BPL Material: A30B = 1.7970 x 0.158 BPL Material: A30B = 1.7970 x 0.158 ' Total Load 300.00 Total Load 300.00; Reqd TL Def L/80 0.00 TL Def L/80 0.00 Live Load 180.00 ,Reqd Live Load Reqd LL Def L/120 180.00 0.001 Reqd LL Def U120 0.00 Section Modulus 1.0918 Section Modulus 1.0918 1 Regd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.4720 Mom of Inertia 1.4720 Reqd MI 0.0000 Reqd MI 0.0000 eat i ype: Lapped (rteintorce Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM ST eat ype: Lapped (Reinfor Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:14:55 PM Mark: TJ70 Job Number.. 5814-0005 NEW MILLENNIUM Location: 111111 TUKWILA, WA Geometry Base Length: 25-5112 Variable BC Panel TC Panel First Half Working Length: 25-1 1/2 Left End 3-3 3/8 2-6 3/8 1-10 Joist Depth: 16.00 Right End 2-4 1/8 2-2 1/8 2-0 First Diag. 5-1 3/8 4-4 1/8 Depth Loads Load Type 16.00 16.00 Category STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Effective Depth: 15.07 BC Panel Length: 5 @ 4-0 Load1 Load2 Shape: Parallel Chords Position Direction Date Run: 8/4/2014 12:24:28 PM Mark: TJ73A Loc/Begin 1 Uniform (plf) DL(1) 110.00 110.00 TC 0-0 Uniform (plf) LL (1) 170.00 170.00 TC 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 12-8 3/4 Axial (lbs) Uniform (plf) SM (1) 3,000.00 0.00 TC 0-0 SM (1) 15.00 15.00 TC 0-0 Gross Uplift (plf) WL (2) Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Member W2 VPS W3 W4 W5 W6 TC Tension Reaction LE: 4,007.50 TC Compresion 42.00 42.00 Reaction RE. 4,012.50 BC Compresion BC Tension TC Minimum Shear 1,003.12 Web Tension 0-0 Max TC Comp 19,797.18 Web Comp. Sp/End 25-5 1/2 25-5 1/2 0-0 0-0 25-5 1/2 25-5 1/2 Max BC Tension 19,996.50 Web Length 1,185.15 9,889.06 0001 0.00 9,829.40 1,277.90 40.30 1,123.11 9,521.62 0.00 0.00 265.39 1,475.63 17.56 1,123.11 9,521.62 12,111.86 1,669.06 661.81 5,110.92 26.67 2,111.40 16,137.86 12,111.861 1,669.06 4,668.39 583.22 28.34 2,111.40 16,137.86 17,914.18 2,419.99 425.28 3,465.06 28.34 2,594.84 19, 797.18 W7 * Symmetrical Joist 2,594.84 Standard Verticals Member Position V2 Interior 19,797.18 Max Tension 280.00 17,914.18 19,996.50! 2,635.94 2,419.99 Max Comp. Length 1,146.49 15.07 2,412.14 267.34 28.34 361.74 1,886.08 28.34 PP Dist. 0-2 2-6 3/8 3-3 3/8 5-1 3/8 7-1 3/8 9-1 3/8 11-1 3/8 G' Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:24:28 PM NEW MILLENNIUM Location: Joist Description: Mark: 1 141111. WING Chord Prope Chord SYSTFMS rties Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA280/170 Q Material TJ73A { TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 1 BC Axial and Bending_Analysis 1 rk 1.00 Top Chord 0.3564 Fy: 150,000.00 Check 0.4662 End Fb: 30,000.00 Panel 0.2797 LE First 1.1047 Mom of Inertia: 88.80 Panel LE Interior 0.4390 LL 360: 209.17 Panel 0.0775 First LL 240: 313.76 Panel 0.9928 RE End Panel A22B = Max Bridg TC: 14-101/8 RE 1.5000 x Gap Between 0.129 Max Bridg BC: 18-7 Chords: Length 28.38 31.00 24.00 26.00 24.13 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X. 0.5000 Axial Load 9,889.06 9,521.62 19,797.18 7,597.09 7,666.03 Max fa 5,447.32 11,056.22 22,987.91 8,821.52 4,222.78 Load Fillers TC: 22,261.66 Maximum K Lir 92.67 101.24 46.61 84.91 78.79 Max Load no Fillers TC: Fcr 26,685.92 23,631.71 42,656.07 29,513.46 31,757.84 16,651.95 Fa 16,011.55 14,179.03 25,593.64 17,708.07 19,054.70 TC OALIRyy: 25577..7867866 F'e 298,895.84 78,962.38 131,741.05 112,252.72 413,482.38 _ - - Cm 0.9909 0.9300 0.8831 0.9607 0.9949 BC Stress: 0.84 Panel Point Moment 2086.49 2086.49 0.00 1410.61 1410.61 BC URz: Mid Panel Moment 1391.91 1007.42 0.00 665.51 1038.70 171.6124 Panel Point fb 1671.75 10682.07 0.00 7221.82 1130.22 TC Shear Stress: Mid Panel fb 1164.50 2153.01 0.00 1422.29 869.00 11,528.23 Fillers 0 0 4 0 0 BC Shear Stress: 13,628.59 Panel Point Stress 7,119.07 21,738.30 22,987.91 16,043.34 5,353.00 - Mid Panel Stress Web Design Member Web Tension 0.3755 Allow Tension 0.8572 Web Comp 0.8982 Allow Comp 0.5448 Weld Qty 0.2477 Material W2 9,829.40 13,007.79 1,277.90 6,413.05 4.41 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 661.81 9,029.40 5,110.92 5,242.33 2.92 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 4,668.39 4,826.79 583.22 1,981.25 4.08 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 425.28 7,865.88 3,465.06 4,136.75 2.29 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,412.14 4,826.79 267.34 1,981.25 2.11 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 V1 361.74 265.39 4,826.79 4,826.79 1,886.08 1,475.63 1,981.25 3,151.29 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 V2 " Symmetrical 280.00 Joist 4,826.79 1,146.49 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA 01111. flow(. SVSTFMS TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Right TCX Length 0-0 TCX Length ', 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-11 BPL Length 2-5 3/4 Clear Bearing 0-3 7/8 Clear Bearing 0-4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.001 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00, Section Modulus 1.1953 Section Modulus 1.1953' Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 Reqd MI 0.0000 Reqd MI j 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations ' Case 1: DL ' Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX ' Case 5a: 0.6(DL)+WL+AX ' Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:24:28 PM Mark: TJ73A 00 [Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:19:39 PM NEW MILLENNIUM I Location: Joist Description: Mark: 111.11LMIN11 SYSTEMS Geometry Base Length: 36-51/2 Variable Working Length: 36-1 1/2 Left End TUKWILA, Right Joist Depth: 28.00 End WA Effective Depth: P 27.02 BC 8 @ Short Span Crimp Panel Length: 4-0 28K300/180 Shape: Parallel Chords TJ74 BC Panel 2-9 3/8 3-0 1/8 1111 li 11111 1111 11111111111111111_I 111 LI 111111111] 111 LI 11 I 1 111111 111 I 1 1111111111 I' 111 11111111 TC Panel 2-0 3/8 2-2 1/8 \ / First Half 1-4 1-4 \ i First Diag. 4-1 3/8 4-4 1/8 Depth Loads I Load Type 28.00 Category 28.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 36-5 1/2 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 36-5 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-2 3/4 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-5 1/2 Gross Uplift Stress Analysis Int. Panel TC: X24.00 1 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 5,911.81 Compresion LE: 42.00 BC Tension Reaction 5,915.28 42.00 RE: BC Compresion TC Minimum 1,478.82 Shear. Web - Tension 1Max 23,725.32 Web 0-0 TC Comp.: Comp. Web 36-5 1/2 Max BC 23,292.79 Length Tension PP Dist. W2 1,269.52 7,836.16 0.00 0.00 8,630.66 1,102.51 41.41 0-2 V1S 1,326.72 7,661.11 0.00 0.00 277.34 1,259.84 28.48 2-0 3/8 W3 1,326.72 7,661.11 9,353.52 1,244.57 739.79 5,796.70 31.40 2-9 3/8 W4 1,725.25 13,872.68 9,353.52 1,244.57 5,852.03 736.71 36.14 4-1 3/8 W5 1,725.25 13,872.68 16,131.63 2,131.33 624.36 4,975.22 36.14 6-1 3/8 ' W6 2,462.79 18,992.28 16,131.63 2,131.33 4,172.72 512.01 36.14 8-1 3/8 W7 2,462.79 18,992.28 20,778.05 2,719.65 399.66 3,295.92 36.14 10-13/8 W8 2,901.90 22,301.88 20,778.05 2,719.65 2,493.42 287.31 36.14 12-13/8 W9 2,901.90 22,301.88 23,292.79 3,009.54 253.67 1,977.92 36.14 14-13/8 W10 * Symmetrical Standard Verticals Member 3,042.57 Joist Position 23,725.32 Max Tension 23,292.79 Max Comp. 3,009.54 Length 1,977.92 253.67 36.14 16-13/8 V2 Interior 260.00 1,208.66 27.02 Job Number: 05814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:19:39 PM NEW M 1 L L E N N 1 UNI Location: Joist Description: Mark: RI III (MINI Chord Properties Chord SVSTFMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 28K3001180 Q Material TJ74 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC Axial and Bending K: 1.00 Top Chord 0.3882 Analysis Fy: 50,000.00 Check 0.4962 End Fb: 30,000.00 Panel 0.2945 LE First 1.1443 Mom of Inertia: 312.79 Panel LE Interior 0.4686 LL 360: 247.87 Panel 0.0956 First LL 240: 371.81 Panel 0.9950 RE End Panel A24B = 1.5940 Max Bridg TC: 16-51/4 RE x Gap Between 0.133 Max Bridg BC: 18-91/2 Chords: Length 22.38 25.00 24.00, 26.00 24.13 1.1250 Bending Load 300.00 300.00 0.00 300.00 300.00 10 5000d Len 2X Axial Load 7,836.16 7,661.11 23,725.321 8,095.47 8,301.27' 1 Max Load Fillers TC: fa 4,106.14 8, 028.83 24, 864.10 ; 8,484.04 4,349.86! 25,013.30 Maximum K L/r 69.62 77.78 44.51 80.90 75.061 Max Load no Fillers TC: Fcr 35,080.84 32,124.85 43,257.25 30,985.85 33,117.29] 19,231.63 Fa 21,048.50 19,274.91 25,954.35 18,591.51 19,870.38 360.9671 rcoaLiRyy: F'e 478,760.94 133,142.75 144,469.14 123,097.95 411,822.56 Cm 0.9957 0.9698 0.8847 0.9655 0.9947 BC Stress: 1.00 Panel Point Moment 1364.75 1364.75 0.00 1518.09 1518.09 Bc L/Rz: Mid Panel Moment 935.73 651.34 0.00 710.62 1110.65 .162.9881 Panel Point fb 1067.45 6023.78 0.00 6700.62 1187.39 TCShearStress: Mid Panel fb 731.88 1198.91 0.00 1308.01 868.70 14,500.72 Fillers 0 0 6 0 0 BC Shear Stress: 18,015.25 Panel Point Stress 5,173.59, 14,052.61 24,864.10 15,184.67 5,537.24 Mid Panel Stress Web Design Member Web Tension 0.1222 Allow Tension 0.4549 Web Comp 0.9580 Allow Comp 0.4986 Weld Qty 0.2450 Material W2 8,630.66 21,417.86 1,102.51 8,162.87 3.61 x 0.230 1 R100 = round 1 W3 739.79 14,453.10 5,796.70 7,300.83 2.60 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 5,852.03 7,865.88 736.71 3,196.88 3.86 x 0.102 1 C16BB = 1.125 x 1.025 x .102 ' W5 624.36 10,795.89 4,975.22 5,038.72 2.60 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W6 4,172.72 4,826.79 512.01 1,080.13 3.65 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 W8 399.66 2,493.42 9,029.40 4,826.79 3,295.92 3,656.02 287.31 1,080.13 2.00 x 0.118 2.18 x 0.077 1 1 C18BB = 1.125 x 1.035 x .118 1 C10AB = 1.125 x 0.756 x .077 W9 253.67 7,865.88 1,977.92 3,196.88 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W10 1,977.92 4,826.79 253.67 , 1,080.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 277.34 4,826.79 1,259.84 1,739.30 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 * Symmetrical 1 260.00 Joist 4,82.6_.79 1,208.66 12912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Job Number. 5814-0005 NEW MILLENNIUM Location: RI111. ninon SVSTFMS 1TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K3001180 TCX Left 1 If Total Load i 300.001 TCX Right TCX Length 0-0 j TCX Length 0-0 TCX Type R, Rnfd. l , TCX Type R, Rnfd. 1 TCX Depth 2 1/2 I TCX Depth '2 1/2 I BPL Length 2-4 3/8 BPL Length 2-6 1/4 Clear Bearing 0-3 7/8 Clear Bearing !0-3 7/8 L BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 If Total Load i 300.001 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.001 Live Load 180.001 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.2785 Section Modulus 1.2785 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) 1 1 I Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:19:39 PM Mark: TJ74 0 Job Number 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:31:54 PM NEW IVI I L L E N N I U IV% ;Location: Joist Description: Mark: n"" ^inir. ' V gTFM4 Geometry Base Length: Working Length: 20-91/2 20-51/2 Variable Left End TUKWILA, Right Joist Depth: 16.00 End WA Effective Depth: 15.18 BC 4 @ Short Span Crimp Panel Length: 4-0 16KA300/180 Shape: Parallel Chords TJ77 BC Panel 3-0 1/8 3-1 3/8 IIIIIIII111111111111111.1111111111111111L11111111_1111111111111111L111[111111111111111111 TC Panel 2-2 1/8 2-2 3/8 First Half .1-4 1-4 First Diag. 4-4 1/8 4-5 3/8 Depth 16.00 ' Loads Load Type Category 16.00 Load1 Load2 Position : Direction Loc/Begin Sp/End I Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 20-9 1/2 � Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 20-9 1/2 � Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 10-4 3/4 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 20-9 1/2 Gross Uplift Stress Analysis Int. Panel TC: 24.00 Member (plf) TC Summary Max Panel 48.00 Tension BC: WL (2) TC Reaction 3,556.55 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 3,562.65 BC Compresion TC- ' Minimum 890.66 Shear. Web Tension Max 16,021.03 Web 0-0 TC Comp.: Comp. Web 20-9 1/2 Max BC Tension 13,592.49 Length PP Dist. W2 2,196.21 9,082.16 0.00 0.00 8,007.82 953.08 37.35 0-2 V1S 2,315.90 8,715.88 0.00 0.00 298.61 1,411.02 18.18 2-2 1/8 W3 2,315.90 8,715.88 9,057.451 1,149.60 435.39 3,676.90 22.06 3-0 1/8 W4 1,478.12 13,611.44 9,057.45! 1,149.60 3,565.07 396.91 28.40 4-4 1/8 W5 1,478.12 13,611.44 13,592.49 1,673.85 239.78 2,260.23 28.40 6-41/8 W6 * Symmetrical Standard Verticals Member 1,736.79 Joist Position 16,021.03 Max Tension 13,592.49 1,673.85 Max Comp. Length 1,666.05 200.91 28.40 8-41/8 V2 Interior 260.00 1,162.03 15.18, 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:31:54 PM NEW MILLENNIUM 1 Location: Joist Description: RI in. ninon Chord Properties I' Chord SV STFLAS Area I TUKWILA, Rx WA Rz Ryy Y Short Span Crimp Ix 16KA300/180 Q 1Mark: TJ77 Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 1.0513 Mom of Inertia: 66.90 Panel LE 0.3969 LL 360: ' 291.89 Interior Panel 0.0480 First LL 240: 437.83 Panel 0.9471 RE 1Max End Panel A16B = Bridg TC: 14-0 7/8 RE I 1.3750 x Gap Between 0.102 Max Bridg BC: 18-11 1/4 Chords: Length 24.13 26.00 24.00 27.00 24.38 1.1250 Bending Load 300.00 300.00 0.00 300.00 300.00 Min Weld Len 2X.: 1 10.5000 Axial Load 9,082.16 8,715.88 16,021.03 8,885.53 9,298.48 fa 5,642.49 13,298.57 24,444.66 13,557.42 5,776.89 Max Load Fillers TC: 16,025.28 Maximum K Ur 90.22 97.23 53.74 60.46 91.16 Max Load no Fillers TC: Fcr 27,526.81 25,014.53 40,348.42 38,156.59 27,189.04 11,000.07 ' Fa 16,516.09 15,008.71 24,209.05 22,893.96 TC OAL/Ryy: 16,313.42 227 2140 F'e 416,605.72 84,447.83 99,108.91 78,308.27 408,103.78 1 1 Cm 0.9932 0.9213 0.8347 0.9134 0.9929 BC Stress: 0.87 I Panel Point Moment 1495.27 1495.27 0.00 1622.68 1622.68 BCURz: I' Mid Panel Moment 1118.25 718.84 0.00 791.07 1109.521 186.4802 1, Panel Point fb 1260.08 11611.23 0.00 12600.60 1367.451 TC Shear Stress: Mid Panel fb 1107.85 2315.36 0.00 ' 2548.01 1099.20 13,025.26 Fillers 0 0 6 1 0' BC Shear Stress: 16,421.40 'Panel Point Stress 6,902.58 24,909.80 24,444.661 26,158.02 7,144.34 - - Mid Panel Stress Web Design r; Member Web Tension 0.3751 Allow Tension 0.9722 Web Comp 1.0097 Allow Comp 0.6896 Weld Qty 0.3874, Material W2 11 8,007.82 8,126.46 953.08 4,219.26 4.57 x 0.118 1 C18BB = 1.125 x 1.035 x .118 1 1 W3 435.39 7,865.88 3,676.90 4,648.40 2.43 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W4 3,565.07 4,826.79 396.91 1,912.34 3.12 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 239.78 5,787.30 2,260.23 2,477.17 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 W6 1,666.05 4,826.79 200.91, 1,912.34 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 1 V1 V2 * Symmetrical 298.61 260.00 Joist 4,826.79 4,826.79 1,411.02 3,084.50 1,162.03 3,303.50 2.00 x 0.077 2.00 x 0.077 1 1 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 I it Job Number. ; 5814-0005 NEW MILLENNIUM; Loc�a/tionn:1 w '�I H11111'IINr: SVSTFMi ITUKWILA, WA TCX Design TCX Left STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA300/180 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-7 BPL Length 2-7 3/8 Clear Bearing 0-4 3/8 I Clear Bearing 0-4 1/2 I BPL Material: A28B = 1.7350 x 0.150 1BPL Material: A28B = 1.7350 x 0.150 Total Load 300.00 Total Load 300.00 ' Reqd TL Def L/80 0.00' Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.0094 Section Modulus 1.0094 Reqd SM 0.0000 1 Reqd SM 0.0000; 1.3636 1 Mom of Inertia 1.3636 I Mom of Inertia Reqd MI 0.0000' Reqd MI 0.0000' Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8141201412:31:54 PM Mark: TJ77 NEW MILLENNIUM Fl1. 111 rIINr: •-i YSTF I Geometry Base Length: 11-31/2 Variable Job Number. 5814-0005 Location: TUKWILA, WA Working Length: Joist Depth: 10-11 1/2 10.00 Left End Right End BC Panel 2-5 1/8 2-2 3/8 TC Panel 1-7 1/8 1-4 3/8 First Half 0-10 0-10 First Diag. 3-3 1/8 3-0 3/8 Depth 10.00 Loads Load Type Uniform (pif) 10.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K3001180 Effective Depth: 9.21 BC Panel Length: 4 @ 1-8 Shape: Parallel Chords Date Run: 8/4/2014 12:34:49 PM Mark: TJ80 11 1111 11 [11 11 11111111111111 1 1 11111111111 1 J 111111 11 11 11 11111 1111.1 11111111 Category Load1 Load2 Position Direction Loc/Begin Sp/End 11-3 1/2 DL (1) 120.00 120.00 TC + 0-0 Uniform (pif) LL (1) 180.00 180.00 TC + 0-0 11-3 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC 5-7 3/4 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC 0-0 11-3 1/2 Gross Uplift (plf) Stress Analysis Summary Int. Panel TC: 20.00 Member W2 WL (2) 42.00 42.00 TC 0-0 11-3 1/2 Max Panel BC: Reaction LE: 20.00 2,121.02 TC Tension TC Compresion Reaction RE: 1 Minimum Shear: 2,132.39 533.10 BC Tension BC Compresion Web Tension Max TC Comp.: 9,600.57 Web Comp. Max BC Tension 7,320.03 Web Length PP Dist. 2,778.40 7,475.11 0.00 0.00 5,933.43 622.78 28.64 0-2 V1 S 3,011.21 7,027.74 0.00 0.00 484.46 1,452.04 13.59 1-7 1/8 W3 3,011.21 7,027.74 5,765.37 666.01 213.81 2,064.08 13.59 2-5 1/8 W4 2,517.05 8,950.61 5,765.37 666.01 1,325.86 110.46 13.59 3-3 1/8 W5 2,517.05 8,950.61 7,320.03 807.63 110.46 1,225.20 13.59 4-1 1/8 W6 * Symmetrical Joist 2,337.89 9,600.57 7,320.03 807.63 787.09 787.09 13.59 4-11 1/8 G Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201412:34:49 PM NEW M 1 L LEN N I UM Location: Joist Description: Mark: FlI 111 nIN❑ Chord Properties Chord SYSTFmg Area 'TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 10K300/180 Q Material TJ80 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 22.11 Panel LE 0.3969 LL 360: 627.61 Interior Panel 0.0480 i First LL 240: 941.41 Panel 0.9471 RE End Panel A16B = 1.3750 x Max Bridg TC: 10-0 314 RE GapBetweenChords: 0.102 Max Bridg BC: 15-6 3/8 Length 17.13 20.00 20.00 20.00 14.38' 0.5000 Bending Load 300.00 0.00 0.00 0.00 300.00 Weld Len 2X 05000 Axial Load 7,475.11 7,027.74 9,600.57 6,687.96 7,102.19 Max Load Fillers TC: fa 5,072.69 13,530.50 18,483.96 12,876.31 4,819.62 12,829.47 Maximum K L/r 66.53 77.70 77.70 77.70 55.85 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 31,173.78 31,173.78 38,155.54, 9,812.15 Fa 20,911.67 18,704.27 18,704.271 18,704.27 22,893.32 TC OAL/Ryy 16 169..29972997: F'e 812,211.94 132,181.47 132,181.47; 132,181.47 1,152, 696.13 Cm 0.9969 0.9488 0.9063 0.9513 1 BC Stress: 0.9979 0.47 Panel Point Moment 839.31 839.31 0.00 836.42 i 821.88! BCL/Rz: Mid Panel Moment 534.83 414.48 0.00 420.85 326.14 77.7001 Panel Point fb 733.61 8551.32 0.00 8521.86 718.38 � TC Shear Stress: Mid Panel fb 622.82 1713.63 0.00 1739.95 285.07 10,165.90 Fillers 0 0 0 0 0 BC Shear Stress: 10,165.90 Panel Point Stress 5,806.30 22,081.82 18,483.96 21,398.17 5,538.00 1 Mid Panel Stress Web Design Member Web Tension 0.2622 Allow Tension 0.7847 Web Comp 0.98821 Allow Comp 0.7503 Weld Qty 0.2195 Material W2 5,933.43 6,776.60 622.78 2,294.47 2.25 x 0.177 1 R056 = round 9/16 V1S 484.46 5,947.89 r 1,452.04' 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W3 213.81 5,947.89 2,064.08 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W4 1,325.86 5,947.89 110.46 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W5 110.46 5,947.89 1,225.201 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 * Symmetrical i 1 1 1 787.09 Joist 5,947.89 787.091 3,479.39 2.00 x 0.170 1 R050 = round 1/2 G7 NEW MILLENNIUM F11111.LllNr. SVSTFMri TCX Design TCX Left Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K3001180 TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. TCX Type j R, Rnfd. TCX Depth 2 1/2 TCX Depth 12 1/2 BPL Length 2-0 3/4 BPL Length 1-10 Clear Bearing 0-7 3/8 Clear Bearing 0-6 3/4 BPL Material: A32B = 1.9060 x 0.158 BPL Material: A32B = 1.9060 x 0.158 Total Load 300.001 Total Load 300.00 i Regd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 180.00 Live Load 180.001 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.9192 Section Modulus 0.9192 Reqd SM 0.0000 Reqd SM 0.0000; Mom of Inertia 1.3334 Mom of Inertia 1.33341 1 Regd MI 0.0000 Reqd MI , 0.0000 l Seat Type: Lapped (Reinforced) i Load Combinations Case 1: DL ! Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM 1 Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL r Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM Seat Type: Lapped (Reinforced) Date Run - 8/4/2014 12:34:49 un:8/4/201412:34:49 PM Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: TJ80 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:35:18 PM NEW MILLENNIUM Location: Joist Description: Mark: R1,,, rllNr.. SYSTFMfi Geometry Base Length: Working Length: 11-3 10-11 Variable Left End TUKWILA, Right Joist Depth: 10.00 End WA Effective Depth: 9.21 BC 4 @ Short Span Round Panel Length: 1-8 10K300/180 Shape: Parallel Chords TJ81 BC Panel .2-5 1/8 2-1 7/8 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ITC Panel 1-7 1/8 1-3 7/8 First Half 0-10 0-10 First Diag. 3-3 1/8 2-11 7/8 Depth 10.00 Loads Load Type Category 10.00 Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-3 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 11-3 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 5-7 1/2 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 11-3 Gross Uplift Stress Analysis Int. Panel TC: 20.00 Member (plf) TC Summary Max Panel 20.00 Tension BC: WL (2) TC Reaction 2,114.77 Compresion LE: 42.00 BC Tension 42.00 Reaction RE: 2,126.14 , BC Compresion TC Minimum 1531.53 - Shear. Web Tension Max 9,553.33 Web 0-0 TC Comp.: Comp. Web 11-3 Max BC Tension 7,281.25 Length PP Dist. W2 2,783.74 7,458.77 0.00 , 0.00 5,913.98 620.06 28.64 0-2 V1S 3,032.30 7,011.40 0.00 0.00 488.15 1,451.81 13.59 1-71/8 W3 3,032.30 7,011.40 5,740.17 662.48 215.10 2,073.31 13.59 2-5 1/8 W4 2,534.20 8,922.22 5,740.17 662.48 1,335.09 111.75 13.59 3-3 1/8 W5 2,534.20 8,922.22 7,281.25 802.20 111.75 1,234.42 13.59 4-1 1/8 W6 ' * Symmetrical 2,351.10 Joist 9,553.33 7,281.251 802.20 784.78 784.78 13.59 4-11 1/8 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:35:18 PM NEW 'MILLENNIUM Location: Joist Description: Mark: RI 111-1'IINr Chord Properties Chord SYSTEMS Area TUKWILA, Rx WA Rz Ryy Y Short Span Round Ix 10K3001180 Q Material TJ81 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC Axial and Bending [K: 1.00 Top Chord 0.2597 Analysis Fy: 50,000.00 Check 0.4298 End Fb: 30,000.00 Panel 0.2574 LE First 0.7767 Mom of Inertia: 22.11 Panel LE Interior 0.3969 LL 360: 634.82 Panel 0.0480 First LL 240: 952.24 Panel 0.9471 RE End Panel A16B = Max Bridg TC: 10-0 7/8 RE 1.3750 x Gap Between 0.102 Max Bridg BC: 15-6 3/8 Chords: Length 17.13 20.00 20.00 20.00 13.88 0.5000 Bending Load 300.00 0.00 0.00 0.00 300.00 Mn Wel 015000d Len 2x Axial Load 7,458.77 7,011.40 9,553.33 6,609.83 7,018.04 Max Load Fillers TC: fa 5,061.59 13,499.03 18,393.02 12,725.90 4,762.51 12,829.47 Maximum K Ur 66.53 77.70 77.70 77.70 53.90 Max Load no Fillers TC: Fcr 34, 852.79 31,173.78 31,173.78 31,173.78 38, 723.01 9,812.15 Fa 20,911.67 18,704.27 18,704.27 18,704.27 23,233.80 168..6559 6559 TC : F'e 812,211.94 132,181.47 132,181.47 132,181.47 1,237,270.13 - - --- _ Cm 0.9969 0.9489 0.9068 0.9519 0.9981 BC Stress: 0.47 Panel Point Moment 839.31 839.31 0.00 837.02 819.65 Bc uRz: Mid Panel Moment 534.83 414.48 0.00 421.67 348.81 77.7001 Panel Point fb 733.61 8551.32 0.00 8527.98 716.43 TC Shear Stress: Mid Panel fb 622.82 1713.63 0.00 1743.33 304.88 10,132.58 Fillers 0 0 0 0 0 BC Shear Stress: 10,132.58 Panel Point Stress 5,795.21 22,050.35 18,393.02 21,253.89 5,478.94 Mid Panel Stress Web Design Member Web Tension 0.2617 Allow Tension 0.7830 Web Comp 0.9834 Allow Comp 0.7422 Weld Qty 0.2146 Material W2 5,913.98 6,776.60 620.06 2,294.47 2.24 x 0.177 1 R056 = round 9/16 V1S 488.15 5,947.89 1,451.81 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W3 215.10 5,947.89 2,073.31 3,479.39 2.00 x 0.170 1 R050 = round 1/2 1 W4 1,335.09 5,947.89 111.75 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W5 111.75 5,947.89 1,234.42 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 * Symmetrical 784.78 Joist 5,947.89 784.78 3,479.39 2.00 x 0.170 1 R050 = round 1/2 ;Job Number: 15814-0005 NEW MI LLEN N I UM I Location: 1 TUKWILA, WA Fl1111 f71Nf: SVTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K300/180 TCX Left 1 i TCX Right TCX Length 0-0 TCX Length 0-0 TCX Type R, Rnfd. .TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-0 3/4 • BPL Length 1-9 1/2 Clear Bearing 0-7 3/8 • Clear Bearing 0-6 5/8 BPL Material: A32B = 1.9060 x 0.158 BPL Material: A32B = 1.9060 x 0.158 • WWI wdu JUL, AA) I 1 Uld1 LUCIU aw.vv Reqd TL Def L/80 0.001. Reqd TL Def L/80 0.00 Live Load 180.00 � Live Load 180.00' Reqd LL Def 0120 0.00 • Reqd LL Def L/120 0.00 Section Modulus 0.9192 Section Modulus 0.9192' Reqd SM 0.0000 i Reqd SM , Mom of Inertia Reqd MI 0.0000 1.333411 0.0000 Mom of Inertia 1.3334 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP Case 5d: 0.6(DL)+WL-AX+IP Case 5e: 0.6(DL)+WL+AX+SM Case 5f: 0.6(DL)+WL-AX+SM !Seat Type: Lapped (Reinforced) Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Date Run: 8/4/2014 12:35:18 PM Mark: TJ81 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR G1 2 28G4N12.3K1.9 26-11/2 24.3 71/8 71/2 71/2 G10 1 28G4N9.8K1.3 22-10 26.5 6 5/16 7 1/2 7 1/2 G11 2 28G4N11.4K1.7 26-2 1/2 26.3 7 5/16 7 1/2 7 1/2 G12 1 28G4N8.9K1.2 22-10 27.7 67/8 71/2 7 1/2 G13 1 28G4N6.3K1 26-2 1/2 22.8 6 7/8 7 1/2 7 1/2 G14 1 28G4N6.9K1 22-10 24.4 6 7/8 7 1/2 7 1/2 G15 1 28G4N7.6K1.2 26-2 1/2 22.9 6 7/8 7 1/2 7 1/2 G16 2 28G4N7.9K1.2 26-21/2 22.9 6 7/8 7 1/2 7 1/2 G17 1 28G4N7.9K1.2 26-2 1/2 22.9 67/8 71/2 7 1/2 G18 1 28G4N5.4K1 20-3 26.1 6 7/8 7 1/2 7 1/2 G19 1 28G4N8.2K1.5 26-8 20.1 6 7/8 7 1/2 7 1/2 G2 4 28G4N12.3K1.8 26-21/2 24.7 71/8 71/2 71/2 G20 1 28G4N8.2K1.5 24-8 21.0 6 7/8 7 1/2 7 1/2 G21 2 32G5N8.2K1.5 33-8 24.3 7 5/16 7 1/2 7 1/2 G22 2 32G5N8.2K1.5 33-4 24.4 7 5/16 7 1/2 7 1/2 G23 1 32G5N6.6K1.5 32-8 20.1 67/8 71/2 7 1/2 G24 1 32G5N6.6K1.5 32-4 20.2 67/8 71/2 7 1/2 G25 1 32G4N8.7K1.5 28-4 23.7 6 7/8 7 1/2 7 1/2 G26 1 32G4N8.7K1.5 28-8 23.6 6 7/8 7 1/2 7 1/2 G27 1 16G3N5K1 20-1 23.8 6 7/8 7 1/2 7 1/2 G28 1 16G3N5K1 20-7 1/2 23.5 6 7/8 7 1/2 7 1/2 G3 1 2 8 G 4 N 7.3 K 1.1 26-2 1/2 21.7 67/8 71/2 7 1/2 G4 1 28G4N8.2K1.1 22-10 25.6 6 7/8 7 1/2 7 1/2 G5 2 28G4N12.3K1.6 22-10 29.0 7 5/16 7 1/2 7 1/2 G6 4 28G4N8.7K1.3 26-2 1/2 24.8 6 5/16 7 1/2 7 1/2 G7 1 28G4N9K1.4 26-2 1/2 23.8 6 5/16 7 1/2 7 1/2 G8 1 28G4N9.8K1.5 26-2 1/2 23.0 6 5/16 7 1/2 7 1/2 G9 1 28G4N10.5K1.4 22-10 28.0 6 5/16 7 1/2 7 1/2 J1 1 16KA280/170 23-6 3/4 1/3 4 7/16 2 1/2 2 1/2 J11 18 14K280/170 17-9 1/4 1/2 3 1/4 2 1/2 2 1/2 J13 6 16KA280/170 23-2 3/4 1/3 4 7/16 2 1/2 2 1/2 J14 1 14K280/170 18-0 1/2 1/3 3 1/4 2 1/2 2 1/2 J15 3 16KA280/170 23-2 3/4 1/3 4 1/8 2 1/2 2 1/2 8/4/2014 3:44:29 PM Page 1 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR J16 2 14K280/170 18-1 1/2 1/2 3 1/4 2 1/2 2 1/2 J16A 2 14K280/170 18-1 1/2 1/2 5 2 1/2 2 1/2 J17 2 14K280/170 18-1 1/2 1/3 3 1/4 2 1/2 2 1/2 J18 1 30K2801170 43-11 1/2 2/3 5 2 1/2 2 1/2 J18A 1 30K280/170 43-11 1/2 2/4 5 1/4 2 1/2 2 1/2 J19 13 30K280/170 43-11 1/2 2/3 5 2 1/2 2 1/2 J19A 15 30K280/170 43-111/2 2/3 5 21/2 21/2 J2 1 16KA280/170 23-6 3/4 1/3 4 1/8 2 1/2 2 1/2 J21 1 14K280/170 18-0 1/2 1/2 5 2 1/2 2 1/2 J21A 1 14K280/170 18-0 1/2 1/2 311/16 21/2 21/2 J22 3 14K280/170 19-4 1/2 1/3 3 1/4 2 1/2 2 1/2 J24 3 14K280/170 18-5 3/4 1/3 3 1/4 2 1/2 2 1/2 J24A 3 14K280/170 18-5 3/4 1/3 3 1/4 2 1/2 2 1/2 J25 1 30K2801170 43-4 1/4 2/4 5 1/4 2 1/2 2 1/2 J26 1 30K280/170 44-11 2/4 1 5 2 1/2 2 1/2 J27 1 30K280/170 46-5 5/8 2/4 1 5 2 1/2 2 1/2 J29 6 30K280/170 43-111/2 2/3 5 2 1/2 2 1/2 J3 1 16KA280/170 23-6 3/4 1/3 4 1/8 2 1/2 2 1/2 J30 1 16KA280/170 16-10 5/8 1/2 3 7/8 2 1/2 2 1/2 J31 1 16KA280/170 18-4 3/4 1/2 3 7/8 2 1/2 2 1/2 J32 1 16KA280/170 19-11 1/2 3 7/8 2 1/2 2 1/2 J34 1 16KA280/170 22-111/4 1/2 41/8 21/2 21/2 J35 1 16KA280/170 24-5 1/2 1/2 4 5/16 2 1/2 2 1/2 J36 1 16KA280/170 25-11 1/2 1/3 4 7/16 2 1/2 2 1/2 J38 1 30K280/170 28-9 3/4 1/3 3 7/8 2 1/2 2 1/2 J39 1 30K280/170 30-1 1/2 1/3 4 2 1/2 2 1/2 J4 1 14K280/170 17-91/2 1/3 5 21/2 21/2 J40 1 30K280/170 31-5 1/2 1/3 4 7/16 2 1/2 2 1/2 J42 1 30K280/170 34-3 1/2 2/3 4 5/16 2 1/2 2 1/2 J43 1 30K280/170 35-9 3/4 2/3 4 5/8 2 1/2 2 1/2 J44 1 301(280/170 37-3 3/4 2/3 4 7/16 2 1/2 2 1/2 J46 9 301(280/170 37-51/2 2/3 4 7/16 2 1/2 2 1/2 J48 3 30K280/170 37-51/2 2/3 4 7/16 2 1/2 2 1/2 8/4/2014 3:44:29 PM Page 2 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR J49 3 281(280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J49A 1 281(280/170 37-0 3/4 2/4 5 21/2 21/2 J5 1 14K280/170 17-9 1/2 1/2 3 1/4 2 1/2 2 1/2 J51 2 28K280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J52 2 28K280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J53 3 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J53A 1 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J54 3 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J54A 1 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J57 3 16KA260/160 23-4 3/4 1/3 4 1/8 2 1/2 2 1/2 J57A 3 16KA260/160 23-4 3/4 1/2 4 5/8 2 1/2 2 1/2 J578 1 16KA260/160 23-4 3/4 1/3 4 1/8 2 1/2 2 1/2 J57C 1 16KA260/160 23-4 3/4 1/2 4 5/8 2 1/2 2 1/2 J58 3 14K280/170 20-10 1/4 2/3 3 3/8 2 1/2 2 1/2 J58A 23 14K280/170 20-10 1/4 2/3 3 3/8 2 1/2 2 1/2 J58B 1 141(280/170 20-10 1/4 1/3 313/16 21/2 21/2 J58C 1 14K280/170 20-10 1/4 1/4 4 1/8 2 1/2 2 1/2 J6 1 14K280/170 17-9 1/2 1/3 3 1/4 2 1/2 2 1/2 J60 2 14K280/170 20-10 1/4 2/3 3 3/8 2 1/2 2 1/2 J61 1 16KA280/170 23-4 3/4 1/3 4 1/8 2 1/2 2 1/2 J61A 1 16KA280/170 23-4 3/4 1/2 4 5/8 2 1/2 2 1/2 J64 1 16KA280/170 23-4 1/3 4 1/8 2 1/2 2 1/2 J65 1 16KA280/170 23-4 1/3 41/8 21/2 21/2 J66 2 281(280/170 36-8 3/4 2/3 4 7/16 2 1/2 2 1/2 J66A 2 28K280/170 36-8 3/4 2/4 5 2 1/2 2 1/2 J67 15 28K280/170 36-8 3/4 2/3 4 7/16 2 1/2 2 1/2 J67A 1 28K280/170 36-8 3/4 2/4 5 2 1/2 2 1/2 J69 5 14K300/180 20-10 1/4 1/3 3 1/2 2 1/2 2 1/2 J69A 1 14K300/180 20-10 1/4 1/4 4 1/8 2 1/2 2 1/2 J7 6 16KA280/170 25-9 1/2 1/3 4 7/16 2 1/2 2 1/2 J71 1 16KA260/160 25-8 3/4 1/3 4 5/16 2 1/2 2 1/2 J71A 1 16KA260/160 25-8 3/4 1/3 4 15/16 2 1/2 2 1/2 J72 8 16KA280/170 25-8 3/4 1/3 4 7/16 2 1/2 2 1/2 8/4/2014 3:44:29 PM Page 3 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR J73 5 28K300/180 36-8 3/4 2/3 4 5/8 2 1/2 2 1/2 J73B 1 28K300/180 36-8 3/4 2/3 4 15/16 2 1/2 2 1/2 J75 1 28K260/160 36-8 3/4 2/3 4 7/16 2 1/2 2 1/2 J75A 1 28K260/160 36-8 3/4 2/4 4 15/16 2 1/2 2 1/2 J76 2 16KA300/180 21-01/4 1/2 41/8 21/2 21/2 J76A 1 16KA300/180 21-0 1/4 1/3 4 7/16 2 1/2 2 1/2 J78 1 16KA300/180 21-0 1/4 1/2 5 7/8 2 1/2 2 1/2 J79 3 10K300/180 11-61/4 1/2 3 1/4 2 1/2 2 1/2 J79A 1 10K300/180 11-6 1/4 1/2 3 1/4 2 1/2 2 1/2 J8 3 16KA280/170 25-9 1/2 1/3 4 5/16 2 1/2 2 1/2 J82 2 10K300/180 11-7 1/2 1/2 3 1/4 2 1/2 2 1/2 J9 5 30K280/170 43-31/4 2/3 415/16 21/2 21/2 J9A 1 30K280/170 43-31/4 2/4 5 1/4 2 1/2 2 1/2 TJ10 1 30K280/170 43-0 2/3 415/16 21/2 21/2 TJ12 3 14K280/170 17-6 1/2 3 1/4 2 1/2 2 1/2 TJ20 3 30K280/170 43-5 2/3 415/16 21/2 21/2 TJ20A 4 30K280/170 43-5 2/3 415/16 21/2 21/2 TJ23 2 14K280/170 18-2 1/2 1/2 3 1/4 2 1/2 2 1/2 TJ28 3 30K280/170 43-5 2/3 415/16 21/2 21/2 TJ33 1 16KA280/170 21-5 1/2 4 2 1/2 2 1/2 TJ37 1 16KA280/170 27-2 1/2 1/3 4 5/8 2 1/2 2 1/2 TJ41 1 30K280/170 32-6 2/3 4 1/8 2 1/2 2 1/2 TJ45 3 30K280/170 36-11 2/3 4 7/16 2 1/2 2 1/2 TJ47 1 30K280/170 36-11 2/3 4 7/16 2 1/2 2 1/2 TJ50 1 28K280/170 36-9 1/2 2/3 4 5/8 2 1/2 2 1/2 TJ55 3 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 TJ55A 1 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 TJ56 3 16KA260/160 23-1 1/2 1/3 4 2 1/2 2 1/2 TJ56A 1 16KA260/160 23-1 1/2 1/3 4 21/2 21/2 TJ59 1 14K280/170 20-7 2/3 3 3/8 2 1/2 2 1/2 TJ59A 3 14K280/170 20-7 2/3 3 3/8 2 1/2 2 1/2 TJ62 1 16KA280/170 23-1 1/2 1/3 4 2 1/2 2 1/2 TJ63 1 16KA280/170 23-4 1/3 4 1/8 2 1/2 2 1/2 8/4/2014 3:44:29 PM Page 4 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR TJ68 2 28K280/170 36-512 2/3 4 7/16 2 1/2 2 1/2 TJ70 1 14K300/180 20-7 1/3 3 1/2 2 1/2 2 1/2 TJ73A 1 16KA280/170 25-5 1/2 1/3 4 7/16 2 1/2 2 1/2 TJ74 1 28K300/180 36-5 1/2 2/3 4 5/8 2 1/2 2 1/2 TJ77 1 16KA300/180 20-9 1/2 1/2 4 2 1/2 2 1/2 TJ80 1 10K300/180 11-3 1/2 1/2 3 1/4 2 1/2 2 1/2 TJ81 1 10K300/180 11-3 1/2 3 1/4 2 1/2 2 1/2 C UGKLSE PORTERILUEIDEEEEM STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental Structural Calculations for the Interurban Office Buildings A, B, C, D, E Mezzanine Revision Fuller Sears March 27, 2014 S101203-02 Prepared by: ETL RECEIVED CITY OF TUKWILA APR 172V PERMIT CENTER REVION Na 1 P1HZt12 COUGMLIMPORTERLUCIDL EN 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. fl �1 n D z r z 1 She 330 9 41 ii i2.3 aI ig' 4 = ril +li v I { rr • BUILDINUA-INFEBURRAH OFFICE / WAREHOUSES 14800011131meAYans 7111wn&WaS0a0TO11 p 't FULLER�SEARS ARCHITECTS �rra.� rwr� ra�� r�.� • S • • • - 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III ray 1 BUILDINGA-INTERURBAN OFFICE/WAREHOUSES 146 DOINSODNDM�YIS NM WII0.WIISDDIDTON n S3 aiirm 0010 MARKS II I FULLER•SEARS .11 L____ i , 1 ARCHITECTS .....1...WWII ...... NN,.---- to - 11 1 F NIL. - -- t S3 0010 MARKS II I FULLER•SEARS • ARCHITECTS .....1...WWII ...... 4 - 6 - 11 :- e - S3 Copyright 2004, COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING It f p rtST CASE l - C xt v 1 17' e ra lb 2 ,v `t tics 215- `1 (r= nf-To) 3jvk" We/Kr elJ l; 13EgM dOP 231 7►24 s /31 ,1-7- — 3 (AO 5P - Met,. Met, — /l - 2 /C-Pf l►' 7' 1/3 - /2' 5 = 1G t� --F1- rPet,al 11 gl,r8er,ki IESTI:y y hoz l 1.0 440 Plr3psP 1,54- (P x o--4--) Project Imo, v uutt7avl OR- ce Project No. Client Designed By: G I L Date: Checked By: sliqg Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 HP-SYsY s//6I J z W z Z J S z 2 u u 8 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING CotvM.11 424 -0 -re H l PK -,349 GoWM N &a P'A4i4/t L --a& -7/ = 20, re - i` (3 3 �= (3 7 2Z-Sz V -t A o = 1.3 a It = On-?( Project Ir�kr G(V17of Project No. Client Designed By: Checked By: Date:1 1'1 j 1 Sheet III ! of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F 206/343-5691 56 S(0 I I 1 1 1 I V h ii 3 t 3 I 1 1 I I - a:e' , 1 1 1 mii \r • • 0 O v I1 MIN MN �11 0 r ....„ BF I 11 I I I — ld�OV 'd'/lZ�' `^ —li 1 ' s4 J I � � t' I I J1!, © 000 _ I — Li I II I �^ S(0 w W z z 6 z 0 u u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING buI LA,NCt 4 ) 'P CASE Paefols L _ !RH. DL= 23ps•F LL = fsF Qk = (136.0 4-,_ L/240 • )c \O C e rc=7a-'(-e- Va_ \-t P 235 to s� = Z42tn Hss kZxL,yI�z= a�ttvt9 L, a\ �+ �144 lA0,2sT- CAS 4f:"C; T — \3 ASF ?? 1. \ zfe��, — 21.7 Itt, V/IS Project: \w1T'E'KU`R3AN Project No. Client Designed By: tf i-- Date: 3/Z1:114 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 S� Copyright 2004, COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING got -opt/ 4 Cotzmiv 4x4Vi7- I_ 27 Ff -rn1� = 21 ft P= I3 est " e s P iv7 — k —F- Vt &r( 4 /; to.: f.2S" Tr = 5 •?pi 4 L/!mo ' Mt 1/3.3/0, USE Nrf ?x?x %(r Project: 1 .N.-T�gii_e:/i N Project No. Client: Designed By: 1) _ Date: Checked By: t? -49 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Se • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Structural Calculations vo-s091 1 • wL r,.. r;1,^,°` ,,,,for the Interurban Office Building C Permit #D11-242 Fuller Sears June 10, 2011 S101203-02 Prepared by: ETL NCOMPET , LTR#1 b1ZH2 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION ECEIVED AUG 15 2011 PERMIT CENTER COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Structural Calculation Overview • The permit structural calculation package includes calculations for Buildings A, B, C, D, E and F as shown in the key plan on the following page. • Only Building C (permit # D11-242) is being submitted for permit in this calculation submittal package. Calculations for Buildings A, B, 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. Note that building F designated in the key plan is labeled as building E in the permit drawings. Building D and E on the key plan have been combined into one building D on the permit drawings. COUGHL!NPORTERLUNDEEN 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 Supplemental S1 -S13 • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Criteria COUGHLIN PORTER LUNDEEN 40) 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 Sps = 0.87 SD1= 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.: LI total toad = L/ 240 Typical Floor Beams: A LL = L/480 Page 1 of 2 Print Date: 3/2/2011 rt Criteria: Interurban Office Roof Loadings Live Load Snow (Drift Loading Not Applicable) COUGHLIN PORTERLUNDEEN 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 Floor Finish Allowance - Topping -- 3/4" Gyperete - Sheathing — 3/4" Plywood Framing -- I -Joists Ceiling — (2) layers S/g' GWB (over living areas) Interior Light -Framed Partitions (included in LL for office) Sprinklers & Misc. Exterior Wall Dead Load (surface area) Exterior Walls with Wood/Metal Siding Exterior Walls with 4" Masonry Veneer 16 psf 50 psf (incl. 15 psf partition LL) 3.0 psf 6.0 psf 2.5 psf 3.5 psf 5.6 psf 0.0 psf (10 psf seismic) 2.4 psf 23 psf 12 psf (surface area) 45 psf (surface area) Page 2 of 2 Print Date: 3/2/2011 2 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: 40) INTERNAL PRESSURE COEFFICIENT GCPI =a Fig 6-5 pg. 47 (GC!. = ± 0.18 for Enclosed Buildings) EXTERNAL PRESSURE COEFFIENT FOR MAIN WIND FORCE RESISTING SYSTEM (MWFRS) 0 Roof Angle = 0— 5 g. 6-7 pg. 50 Cp = ched Roofs: Fig. 6-8 pg. 51 Windward Quarter Cp = 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 = —a.3 . (see definition on pg. 21 for low rise criteria) Building Surface l E 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 = ri. 8s" Table 6-4 pg. 80 (Kd = 0.85 for buildings) VELOCITY PRESSURE qz = qh= All Heights qz = 0.00256K cKaV2I (psf) Low Rise qh = 0.00256KhKzLKdV21 (psf) Eq. 6-15 pg. 27 Eq. 6-15 pg. 27 II/roject: VOrw LA -11 1/ Project No: Designed By: OIL Date: 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 = qGCp - gi(GCp1) (psf) Eq. 6-17 pg. 28 Low -Rise Building p = qh[(GCpf) - (GCp1)] (psf) Eq. 6-18 pg. 28 Flexible Buildings p = gGICp - q;(GCpi) (psf) Eq. 6-19 pg. 28 Open Buildings and Other Structures F = qhGCN (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 4110.) oject: le) Gt. t^ Designed By: k T2_- Date: Project No: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 4D) MyTopo Map Print W A/0 rieizrraS Page 1 of 1 0 0 1 Mi 6000 Ft Map provided by MyTopo.com 5- La c 1 reb IN Rivt-n- ° J-jL4&/ ht e http://map-pass.mytopo.com/maps/print_mytopo.asp?print=20&scale=13&layer=DRG&l... 11/12/2010 5 (b) 411") COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Gravity (.0 I 1 I 1 mo I 1 1 I 1 I \ 1. ...al.... 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MEARS 10. 001E RENM(S a • _• ARCHITECTS • • - II e It) • Interurban Column and Footing Design Column DL (k) LL(k) SL (k) Pu (k) Q ," Pa (k) 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 3.69 B 0.86 14 12.1 0.0 18.9 44.8 28 6x6x1/4 57.3 0.78 31.0 3;82 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 68.7 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 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 11 pe01 9'7InaaS aigamoil' W ti a 3 44 0 u N (D a0 N N > 00 X100 S1 -_t gMi. U) ., 0t� 4 �'u003i 0 CU 0 O 0 3 13 ape'. Suigoopaid a,.lanbs • ) • ( ; „ m '\> 49 73 77 71 7n RA cn-RA RR R5 84 54 62 crIQ (k. .; -D t CI1111 SO-09EDSIV :91x0 laaIS EE:£0:8 1 01 /ZO/Z 1 [8 /3 43 54 55 56 53 72 40 63 64 65 66 50 03 0 45 71 52 67 68 69 70 51 I4 VI RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 12/02/10 18:03:33 Steel Code: AISC360-05 LRFD Floor Type: floor Beam Number = 48 SPAN INFORMATION (ft): 1 -End (100.00,24.00) J -End (125.00,24.00) Beam Size (Optimum) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 25.00 Mp (kip -ft) = 184.17 POINT LOADS (kips): 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 Dist DL LL Red% Type I 0.000 0.012 0.025 NonR 25.000 0.012 0.025 SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 15.52 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 + I.2DL+ I.6LL 104.9 12.0 0.0 1.00 0.90 165.75 Controlling I.2DL+ I.6LL 104.9 12.0 0.0 1.00 0.90 165.75 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 3.32 3.18 7.21 6.91 15.52 14.88 Dead Toad (in) at 12.50 ft = -0.288 UD = 1042 Live Toad (in) at 12.50 ft = -0.626 UD = 479 Net Total load (in) at 12.50 ft = -0.914 UD = 328 15 • 111 RAM RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 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 I 0.000 0.012 21.000 0.012 Beam Number = 5 -End (24.00,21.42) J -End (24.00,42.42) = W 1 6X26 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 @ Lb ft ft I.2DL+ I.6LL 9.8 0.0 I.2DL+ I.6LL 9.8 0.0 Center Max + Controlling REACTIONS (kips): Mu kip -ft 73.9 73.9 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at at at Left Right 2.81 2.85 6.11 6.19 13.14 13.33 0.50 ft = 10.50 ft = 10.50 ft = - 0.143 -0.312 - 0.455 Cb Phi 1.00 0.90 1.00 0.90 UD = UD = UD = 1757 808 553 Phi*Mn kip -ft 165.75 165.75 RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 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 1 4X22 Total Beam Length (ft) = 24.00 Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 6.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 12.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 18.000 2.04 0.00 0.0 0.00 0.00 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 ft I.2DL+ I.6LL 90.4 12.0 I.2DL+ I.6LL 90.4 12.0 DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total Toad (in) at at at Left Right 3.05 3.05 4.77 4.77 11.30 11.30 12.00 ft = 12.00 ft = 12.00 ft = Fy = 50.0 ksi Red% Snow Snow Snow 1.00Vn = 94.53 kips - 0.417 -0.652 - 1.069 Lb Cb Phi ft 0.0 1.00 0.90 0.0 1.00 0.90 UD = UD = UD = 691 442 270 Phi*Mn kip -ft 124.50 124.50 11 RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 01/14/11 16:44:26 Steel Code: AISC360-05 LRFD Floor Type: roof Beam Number = 38 SPAN INFORMATION (ft): 1 -End (100.00,24.00) J -End (125.00,24.00) Beam Size (User Selected) = W 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 25.00 Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.250 1.20 0.00 0.0 0.00 0.00 0.0 1.87 Snow 12.500 1.20 0.00 0.0 0.00 0.00 0.0 1.87 Snow 18.750 1.20 0.00 0.0 0.00 0.00 0.0 1.87 Snow LINE LOADS (k/ft): Load Dist DL LL - Red% Type I 0.000 0.008 0.000 NonR 24.500 0.008 0.000 2 0.000 0.000 0.013 Snow 24.500 0.000 0.013 3 24.500 0.008 0.000 NonR 25.000 0.000 0.000 4 24.500 0.000 0.012 Snow 24.833 0.000 0.004 SHEAR (Ultimate): Max Vu (I.2DL+1.6LL) = 7.03 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + I.2DL+ I.6LL 57.8 12.5 0.0 1.00 0.90 124.50 Controlling I.2DL+ I.6LL 57.8 12.5 0.0 1.00 0.90 124.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.90 1.90 2.97 2.97 7.03 7.02 Dead Toad (in) at 12.50 ft = -0.290 UD = 1035 Live Toad (in) at 12.50 ft = -0.453 UD = 662 Net Total Toad (in) at 12.50 ft = -0.743 UD = 404 16 o' 1 CD CO 0) 0 ua 0 CD a 0 -17 0 0 0 (7). 0) —1 m m r- 0 cn m (i) G) NOLLVIADJOAN 11 Description I.. 4° '-• . .. : iw . ,„, .- .., ,,,;.. ,,..1 re:d.',,,-t*, -.0 CO l'Q 0) CO --.L C., K, 01 C4 K) 01 44 -A. 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(° 28K6 30K8 30K8 ,... . - 1 CD CO 0) 0 ua 0 CD a 0 -17 0 0 0 (7). 0) —1 m m r- 0 cn m (i) G) NOLLVIADJOAN 11 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Lateral Summary & Loads COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA op) ASCE 7 SECTION 11.4 - SEISMIC GROUND MOTION VALUES Ss= SI= Vs = N = 1,Ny5 0.415 Su = Site Class = 6 Fa= •°1 F = Z, it SMS = 1.30 SMI= 1.141 SDS = . g SDI = (2,i1 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 Geotech. Rpt. (Shear Wave Velocity) Geotech. Rpt. (Standard Penetration Resistance) Geotech. Rpt. (Un -drained Shear Strength) Geotech. Rpt. (or Chapter 20) Table 11.4-1 pg. 115 Table 11.4-2 pg. 115 Eq. 11.4-1 pg. 115 Eq. 11.4-2 pg. 115 Eq. 11.4-3 pg. 115 Eq. 11.4-4 pg.115 ASCE 7 SECTION 11.5 - IMPORTANCE FACTOR & OCCUPANCY CATEGORY '/A,,, l Nature of Occupancy Vt%ievdor >! • O �e IBC Table 1604.5 pg. 281 Occupancy Category ▪ IBC Table 1604.5 Importance Factor, I = 1 • a 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 = 13' Table 11.6-1 pg. 116 (Choose most severe. See Section 11.6 for exceptions) SDC = 1/ 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 -4' LA-Vevwledic.k-e= C-ivece, S�`19 Nf ,,le t1` S \v e'R5rC.0 cil Mt, — tf� �'Vttc- �f x d 1S Get, C jr,e6, (7 3yttee nies \ S %NI ) S. * 5-Ve. C- \CA. 1 R = 4 (R, S20, Ca & can very for each orthogonal direction per 12.2.2) Q0= -se (use reduction of 0.5 from value per Table 12.2-1 footnote g where applicable) Ca= M Height Limitation = y0 11111k)oject: lin Jtf t4Q Y? Project No: Designed By: fri, Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 2o COUGHLINPORTERLUNDEEN 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/46)) Type lb (y /6)) Type 2 e/n) 1.Z5 Type3 (y/112_ Type4 (y/6 Type 5 O n: ) Vertical Irregularities (Table 12.3-2 pg. 125) Type la (y Type 1b (y/19 Type2 (Y/0 Type 3 (Y /p Type4 (y/e Type 5a (y/O Type 5b (y / iect: /41/10V/4V\ Project No: Designed By: .•••Date: ZZ- j Z-7.. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 2I COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 12.3 (cont.) p = I :5 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) ASCE 7 SECTION 12.12 - DRIFT AND DEFORMATION Allowable Story Drift Da = �' ©/yIi 1 Table 12.12-1 pg.134 Approximate Period Ta = 0 2 \ s Eq. 12.8-7 pg.129 Calculated Period (if used) T = Upper Limit on Period Cu * Ta = D • 1'1S Table 12.8-1 pg.129 (can ignore for drift checks) EQUIVALENT LATERAL FORCE PROCEDURE Seismic Response Coefficient Design Base Shear Torsional Amplification Factor C5 = V= Ax = Eq. 12.8-2 through 6 pg.129 Eq. 12.8-1 pg. 129 Eq. 12.8-14 pg. 130 Vt4vt'CS fa'L- oek t\rvzs A -r1 ASG 19$1, z co-rna►tne..4-;wi dl; F - = SAvi.4t . .I h1►-��d 1 sf yes/tie If7 e c•1l i > 4 smAc- r -c., ! sof ►4�' if? 'fa, c bee Seed ti ' 7 / 1M rLI-- 0 - -0P '11 f% rcere 411koject: � yl �✓ lett l Project No: Designed By: Client: Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 22 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: 4110) BASIC WIND SPEED & EXPOSURE CATEGORY V = !l 5 Fig. 6-1 pg. 32 - 36 or consult local building official Exposure Category 95 IBC 1609.4 or consult local building official Building official Phone # Date IMPORTANCE FACTOR Category = Table 1-1 pg. 3 Iw = I • ® Table 6-1 pg. 77 VELOCITY PRESSURE COEFFICIENT Mean Roof Height = 2 0' KZ = D� Kb= TOP • 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= Ln = 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 Ki = Fig. 6-4 p 5 - 46 K2 = Kzr = 1�O GUST EFFECT FACTOR G = All Heights Method -Rigid Structures = 0.85 or 6-4, pg. 26 Gr= ENCLOSUREC,1..ASSIFICATION '_x\/ Enclosed Partially Enclosed Open (see Definitions Sec. 6.2 pg. 21) Fig. 6-4 pg. 45 - 4 Fig. 6-4 pg. 45 - 46 Kn = (1 + KiK2K3)2 Eq. 6-3 pg. 2 All Heights Method -Flexible Structures Eq. 6-8 pg. 26 411)roject: J Project No: \\4'v l Designed By• li.. Date• Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 Z3 41i) 4o) 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) 40) mmmm 0)" 4 CO N-+ 6619666600 in C O la A N W CO 0 CO W V O• O (O V (O o aoepns 6uipuns G) 0 a Z O I.C11iO W JAg 13 W W OJD-V+01C0f1(O J(CD OOO�.J O O O O = 0 0 0 0 N U1 1. v N W aJD 6 CO :•L JD O + (O (O (O (O (O (O (O (O (O (O G') 0(0(0(0(0(0(0(0 O O O 0 J. 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AO)01 - O A COJ 0101 CJO(OW' 6) 662.)0666660 -8 (r O O A A IV W O or' CO CO J "' N (T (O V CO 0 O c 0 2 O O m ;U O O co a o,SD PI tLT1• o m CD c :a• — < C o II 11 n is u u m CD CON O1• m 1 C C c 0. oTO a m 0 7J co y 03 CO fD 3 75 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 51,0)c V J,ND = 52 gie / SeasAl‘G Go ArM-0 LS I;aa »'/ r 73, c, Pi 75A -SE ( /1O')(/4 )Clod. r0 _ /7 6 4` 1/w,,va = let 5-0S# \c_ GO'/7 o B v/ L-014/ S p J 4S[ SMz 4w�. V ,r, 4, 0 ( psi) T e k Project No. Designed By: c$"z, Date: 17.%ZZ) (0 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 N VA 0 0 ax MW 0 Md 4 Na' 0 O 0 ICN ICN ICN IC4 0 000 0 0 0 0 2.8 W z z J s u 0 0 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Bvii.AiA/K � G 1), C .5 /Sd4lc 77E-s74i4/ ;/dt-, 7I 6// t3.E everaj C'/� . er e M t e �i '+• t ! 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O N 0 d ci O m O cn V W T X m O CO 0 -1 00) O ,0 v0 co N r CO 00 0) (O N O Ca 0 0 Co) (NJ n co O Vj CD 3, 0 00 N N CO CO 0 m 0 O m O N T X T 3 7 Building B,C,D,E - (north/south direction) 0 CO w C N CO A O n 0 m w CO r (D N 1 m N -n 00) O 9 33 >O r O0 a m .�J 0 W CO N A 1 O co Ca O N 0 N N U 07 O O 0) T X P, W -n a 3 7 xi 0 0 9. 0 N 0) N 00 00 CD CD r co 0 r m N T_ 0030 N O cn — CO 00 N O 1 Ca O W CO 0 N co 3, O 00 N N CO CO 0 d 0 O m 163 W N O t O A O W A °) A -n X N V A T 3 7 Building B,C,D,E - (east/west direction) 33 N CO 0 CD V N 4 0 O w r co f0 1 d m -n N 00 -43 50 M0 Fe) N d .:J co V 4 v • • T O N 7� d NG 00)) O Ca O O (D O N 3• D. 0 N T 0 O g A N -n X A 0) -n a 3 0 W O) O 0 O O N O W 1 - CD CD r d m D �t g .43 35- A/00 m N 0) 0) O x lN' f a• 00) O aC O (0 0 N O Vj 3• s O (O D of 0 N 0) A O In 0) A 71 X A co T 3 Building F - (north/south direction) II V V O (0 CO 7 0. co O w (J OD V 1 - CD N r d m W v A N X A 01 T a 3 0 W 0) 0 O O N O 0) CO 0) A O 0) O 0 C) m o �D 3 0 m d C) co V O N N 74 T X N 0) T 3 Building F - (east/west direction) 3+ • 0) W c co D r 0 r 0 a 0 0 0 Z 0 3 35 :89J}0 uegJn101u1 340 :901}}0 ueganie ul 0 tp CO CO 0 r - E E3 0 0) r- ci) (to 370 :90t1.10 UBCprIlelUI i2.10 €$.' t r(1 �Ij r•� .( BUILDING A -INTERURBAN C r R. . w OFFICE / WAREHOUSES i' {r{ 14800INTERURBAN AVE S. TUKWITA WASHINGTON (11 3 'S3LON NY1d 11 1 FULLER•SEARS• NO. DATE BEAN S ARCHITECTS 4 • . 38 Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = 0 (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: SMS = SMI = SDs = SD, = SS = 1.45 (From ground motion maps) S1 = 0.50 ! (From ground motion maps) Fa = 0.90 Fv = 2,40 Fa Ss = 1.30 Fv*S1= 1.19 2/3*Sms= 0.87 2/3*SMI= 0.79 Structural System: Special. Concentric Braced Frames Seismic Design Category (SDC) =D R = 6.0, S2o = 2.0 .' Cd = 5.00 IE = 1.00 Building Height and Other Limitations = 160 T= Cs 1= Cs max = Cs min 1 = Cs min 2= Cs = 0.24 0.145 0.542 0.010 0.000 0.145 Base Shear = V = CS*WDL = 0.145 Tmax= If S1 is equal to or greater than 0.6g * WDL 3g Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = hn= Diaphragm Construction = Ct x= D i (Per soils report or assume "D") 28 i (Height of structure) F 8, R j (Enter "R" or "F" for Rigid or Flexible) 0.02 i (Per Table 12.8-2) (Per Table 12.8-2) 0.75 Spectral Response Acceleration Parameters: SMS SMI = Ss = S1= Fa = Fs/ = Fa*Ss= Fv * = Sas =2/3*SMs= SDI =2/3*SMI= 1.45 0.50 0.90 2.40 1_.30 1.19 0.87 0.79 (From ground motion maps) (From ground motion maps) Structural System: Interrnnediate Precast Shear Walls Seismic Design Category (SDC) = R=f: f2o = Cd IE = Building Height and Other Limitations = T= Cs 1= Cs max = Cs min 1 = Cs min 2 = Cs = Base Shear = V = Cs*WDL = 40 2.5 4.00 1.00 160 0,24 Tmax= 6,00 0.217 0.813 0.010 0.000 If S1 is equal to or greater than 0.6g 0.217 0.217 *WDL 41) iJ 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 & R i (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 SM1 = Fv * S1 = 1.19 Sos = 2/3 * SMs = 0.87 SD1 = 2/3 * SMI = 0.79 Structural System: Special Reinforced Masonry Shearwalts Seismic Design Category (SDC) =1 R =, 5.0 )o = 2.5 Cd 3.50 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 Tmax= 6.00 If S1 is equal to or greater than 0.6g Base Shear = V = CS*WDL = 0.173 * WDL 4-1 0 V Jeeyg ese8 Shears are is at ultimate level and x � 11 11 O O A 8 N M V (9 0 N n r 1.11 a O 52 x= 0 �pAp (11 O CO CO -.1 0 W T • 2 m to 0 m 0 ID m a 0 0 0. to 0 0 N iv 0 COv co 0 r m dH M O W O -16 0 O 0 0aa 0 00 t0 3 a) w 0 0 N W N O $. co3 0 0 IJ IJ W N 0 d A O Selsmic Base: Building A (east/west) 42,, G u O 14 Jeeyg one 01 N fD > ID Ono • c al O m m a C c_ N a 3 m o m o CD O 0o n 0 X D I 0 O A 8 u m CO 00) x O 0 r ID rn E 0 2 0 0 CD f0 74 07 ut 0 IV V 0 (0 a XI a 0Gr O 2 0. V 8 m T E ? w 0 V 0 V XI 0 0 o G O. 0_ m 3 'i a m N: 0 0 IV N y 0m 0 m 3 y n 0 0 N IV A N 0 0 Seismic Base: Building A (north/south) 43 T E v 3 3 x 5 11 11 0 0 03 IV ti O O N N 0 0 A -NI -1 W Tr* u x 0 v Jeayg area O ma N C0 O 0 O m 0' 0 o N c 01 G' a (7 01 m O 03 0 O 0 O A M i ) aa) O N 0 O N 0. 0) 0) 0 cn .=i 03 0 0 CO 03 a) 0) N z c0 03 03 0 0) 01- 9. 0 A m. x_ w O V lin O"m o a. ar Fp 0 O r iTt m.1 ? w 0 A) W w 0 IV V o .m 0. m O aa seaod wBe.tyde c O 0 N W N N 0 m 0 0) 0 0 0 IV IV W N 0 m 0 0 m Selsmlc Base: Bulking B,C,D,E (east/west) C u x 0 Jeeys eseB lanel alewilin le s! ale sjeayg M 11 co - 1 0 O A V N 0) O o_ co co Pi -s w 10 O O G1 N 0) N co 0 cn A N V 71 0 w V 0 0) o'mv Saa 5' a g O 2 O IV f0 V O IJ V XI O 2 d d o as seams wBeiydelQ O O A N N 0 n 0 O N IJ N O d n O CD Seismic Base: Building B,C,D,E (north/south) 45 10l • O W Keays asne O Of 7 7 O m c N 0- a 0 o W w O1. N ID 0.0 fe ei eiewi31n le si eJe sneagS ar 0 8 0. N M II V 0 0 N 6 r 0 ONE a 0 tsO 0 a 0 O W O O CO N (0 0 ((NO 0 w 0 2 0 m 0 0 o a 0. ar 0 a 0 N mT 1.8 0 2 CO 0 0 m oa60 0 a m 3 0 0 O 0 0 m 3 3 • 0 O 0 CO - V O 0 A 0 0 Seismic Base: Building F (east/west) C 1 x O W Jeayg esee O DI a m ori Ca o_ O 0' 0 m o m m d 0 w CD 0.O waned elewiljn le s! GJE smogs 0 o A N 8 n N M II W N 0 S 7 0M o_ g '00 0 0 co cn N N 0 r 0 m 0 N mxr. O rn N O O w d w o as 3 3 0 0 to i N o m 3 0 0 CD V w O co to to s. O 0 41 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Diaphragms & Struts COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING �Jo z 0 z J 0 z 7 S u 0 u Rooms T>F_Ge ao /449LE ot)l4P o� "DEG1G GAM Ac -n rz,s 1,44.11 4,4/ eeS X2(4 � � �.� 1' 0' s)c,l fl (ASE SPRn" DV"- 2� e_ St 1 ArtAc 3 LI EGO Vr-Yi co loq/ p/1 Bn?% /1.26s. GurevN+V' ie. 44 /J6, II i)/ )E PE G(9.t//V. /75 ,--cv � I c, s+' %5 r3 3 ) 2c7If ioy I3yv 75, cc (,o 0r)s3N0= " 3 -dee S?i1 ect: is kitty ®'1 Project No. Client: Designed By: Date: Checked By: Sheet YYY of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 48 ESR -1414 1 Most Widely Accepted and Trusted TABLE 7 -1 -ALLOWABLE DIAPHRAGM SHEARS (qa), (In p11), FACTORED DIAPHRAGM SHEARS (qr), (In p11), AND FLEXIBILITY FACTOR (F) Page 14 of 56 22 GAGE DGB-36 AND DGBF-36 INTERLOCK DECK WITH ARC SPOT/SEAM WELDS AND DELTAGRIPTM 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 I qr 1835 12753 176412646 171312569 143612283 11001 1748 869 11381 704 11119 582 1 925 489 1 777 F 7.3-0.9R 7.6-0.9R 7.8-0.8R 7.9-0.8R 1 8-0.7R 8.1-0.7R 8.2-0.6R 8.3-0.6R 8.3-0.5R 6 qa 1 Of 1587 12380 149112236 142212133 1370'12055 110011748 869 11381 704-1 1119 582 1 925 489 1 777 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 8 qa 1 qr `1 14312148 135712036 124311864 121211818 0011707 869 11381 704 11119 582 1 925 489 1 777 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 gal qr 125511882 112911694 104011561 962 11443 r` 900 1 1350 851 11277 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 qa 1 qr 115711736 104611569 863 11294 806 11209; 763 11145 669 11004 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 qhl qr 105411581 943 11414 772 1 115 626°1 939 608:1 912 539 1 809 5321 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 18.8-4.7R 17.5-4.1R 36 qa 1 qt 1854'1 1581 833 1 1250. 680'1 1021 649 1 974 '; 556'1 837 487 ;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 0 1 qr 925 '1 1388 .'833 11250 680-1 1021 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`11 734 4261 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 • MOB 2266 1470 2206.1441: 2161 1418: 2126 1100 1748 869` 1381 704 1119 582= 925 489, 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 8 2027 128 • 1934 1244`• 1865 1209; 1813 1100 1748 : 86911; 1381 704r`< 1119 '582, 925 489;' 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 10-1.1 R 10.1-1R 10.1-0.9R 8 • a' 1242' 1863 1192" 1789 1109' 1664 1088' 1633 "1032 1549 889 1381 704,- 1119 582`:'' 925 489 '- 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 a 1107 1660 1013 1520 945. 1418 893 1339 852 1278 819 1229 704 1119 582 925 489-- 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 •a •r 1029 1543 944 1416 817 1226 769 1154 731 1097 641 961 623 934 582 913 489 777 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 •a 'r 942 1413 869 1303 729 1093 691 1037 94 891 580 870 513 770 509 763 460 689 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 qa 1 qr 942 11413 782 11173 638 1 957 613'•1 919 , 5264;1 789 456 1 687 459 1 688 41001 614 368 `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 (la -1 qr 848 11271 782"1 1173 838 1 957 5351 802 ' 4571 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 qa 1 qr 848 11271 673.1 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 qr 1270 1 1904 1246[1 1870 12291 1844 12161 1825 11001 1748 869 11381 704 11119 582 1 925 4891 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 qa 1 qr 1143 11714 11031 1655 10751 1612 10531 1579 1035: 1553 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 qa 1 qr • 1049 11574 1021r 11532 , 961 11441 ; 951,11427 =909.1 1364 - 869 11361 ? 7044 1119 582"1 925 489 1 777 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 IF gal qr 927 11391 861 11292 813 1 1219 776 11164 747 1 1121 724 1086 704 11057 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 ch,1 qr 853 11280 796 11194 692.1 1038 660 1 989 635 1 953 ' 555'1 833 546 1 819 539 1 808 487 1 730 F 12-3.4R 12.9-3.4R 14.6-4.1R 15.1-3.9R 15.4-3.7R 16.8-4.1R 17-3.8R 17.2-3.7R 18.1-3.3R 24 qa 1 qr 770 11155 724 11086 601 1 901 581. 1 872 498 1 747 494 1 742 437 1 655 439 1 659 396 1 593 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 qr - 770 11155 628:1 943 .510 1 765 '503 1 755 4301 645 373 1 559 382 1 573 3401 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 gal qr 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 qa 1 qr ,670 11004 519 1 778 510 1 765 425 1 638 362 1 542 312 1 468 273 1 409 , 290'1 435 259 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 PLBTm-36 DECK PANELS WITH SIDELAPS CONNECTED WITH THE PUNCHLOK® SYSTEM l,2,3,4,5,6- Continued SIDELAP ATTACH - GAGE MENT 4'-0" 5'-0" 6'-0" SPAN (ft -in.) 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC @ 24" q 792 F 8.1+22R 707 620 544 7.8+17R 9.2+15R 8.8+12R 10.0+11R 535 505 9.5+10R 10.5+9R VSC @ 18" F 6.5+22R 6.6+17R 7.7+15R 7.6+12R 7.6+11R 8.4+10R 8.2+9R 836 743 655 621 599 561 554 VSC@12" q F VSC @8" VSC @6" 873 774 713 673 646 628 616 5.6+22R 5.9+17R 6.1+15R 6.3+12R 6.4+11R 6.5+10R 6.5+9R 936 853 784 757 724 718 701 4.7+22R 4.8+17R 5.0+15R 5.0+12R 5.1+11R 5.1+10R 5.2+9R q 988 898 844 811 790 778 753 F 4.3+22R 4.4+17R 4.5+15R 4.5+12R 4.5+11R 4.5+10R 4.6+9R VSC @ 4" q 1077 992 944 917 901 894 753 - F 3.8+22R 3.9+17R 3.9+15R 3.9+12R 3.9+11R 3.9+10R 3.9+9R 20 VSC @ 24" q F 1156 1025 897 852 6.3+15R 6.2+12R 7.3+10R 7.0+9R 782 766 722 721 688 8.0+8R 7.6+7R 8.4+6R 8.1+6R 8.8+5R VSC @ 18" q 1216 1074 944 892 857 802 789 782 688 F 5.1+15R 5.3+12R 6.1+10R 6.1+9R 6.1+8R 6.7+7R 6.7+6R 6.6+6R 7.1+5R VSC @ 12" VSC @ 8" VSC @6" q 1266 1117 F 4.5+15R 4.7+12R q 1351 1224 F 3.8+15R 3.9+12R q 1422 1284 F 1023 962 921 893 874 818 688 4.9+10R 5.1+9R 5.2+8R 5.3+7R 1120 1078 1028 1016 4.1+10R 4.1+9R 4.2+8R 4.2+7R 1202 1150 1119 1099 3.5+15R 3.6+12R 3.6+10R 3.7+9R 3.7+8R 3.7+7R VSC @ 4" q 1542 1413 1338 1295 1270 1223 F 3.1+15R 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 5.3+6R 5.4+6R 5.4+5R 990 818 4.3+6R 4.2+6R 990 818 3.8+6R 3.8+6R 990 818 688 4.3+5R 688 3.8+5R 688 3.2+6R 3.2+6R 3.2+5R 18 VSC @ 24" VSC @ 18" VSC @ 12" VSC @ 8" q 1871 1651 F 4.3+9R 4.3+7R q 1961 1724 F q F q F VSC@6" VSC@4" 3.6+9R 3.7+7R 2038 1789 3.2+9R 3.3+7R 2166 1952 2.7+9R 2.8+7R 2274 2044 2.5+9R 2.6+7R 2455 2240 2.3+9R 2.3+7R 1443 (----T364 ) 1252 1224 5.0+6R 4.9+5R 5.5+4R 5.3+4R 1515 1427 1368 1279 4.3+6R 1635 3.5+6R 1783 2.9+6R 1907 2.6+6R 2116 2.3+6R 4.3+5R 1534 3.6+5R 1711 2.9+5R 1822 2.7+5R 2044 2.3+5R 4.3+4R 4.7+4R 1466 1420 3.7+4R 3.7+4R 1631 1610 3.0+4R 3.0+4R 1770 1738 2.7+4R 2002 2.4+4R 2.7+4R 1878 2.4+4R 1154 1150 1057 5.9+3R 5.7+3R 6.2+3R 1258 1245 1057 4.7+3R 4.7+3R 5.0+3R 1389 1257 1057 3.8+3R 3.8+3R 3.9+3R 1521 1257 1057 3.1+3R 3.1+3R 3.1+3R 1521 1257 1057 2.7+3R 2.7+3R 1521 1257 2.4+3R 2.4+3R 2.8+3R 1057 2.4+3R 16 VSC @ 24" q 2524 2227 F 3.2+5R 3.2+4R VSC @ 18" q 2645 2325 F 2.7+5R 2.8+4R q 2746 2412 F 2.4+5R 2.5+4R q 2917 2630 F 2.1+5R 2.1+4R ------------ -- VSC @ 6" q 3060 2752 F 1.9+5R 2.0+4R VSC @ 4" q 3301 3013 F 1.8+5R 1.8+4R VSC @ 12" VSC @8" 1948 1843 1692 1657 1564 1561 1478 3.7+4R 3.7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R 2044 1926 1849 1731 1704 1690 1478 3.2+4R 3.2+3R 3.2+3R 3.6+2R 3.6+2R 3.6+2R 3.8+2R 2205 2071 1982 1922 1882 1759 1478 2.6+4R 2.7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R 2403 2308 2203 2178 2126 1759 1478 2.2+4R 2.2+3R 2.3+3R 2.3+2R 2.4+2R 2.4+2R 2.4+2R 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 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. a R is the vertical span (L„) of deck units divided by the length (t_5) of the deck sheet: R = ' The flexibility limitations shown in Table 3 may be used as a guide in lieu of rational analysis of the anticipated deflections. 5 6 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. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 40) z 0 z ce .71 g z 0 a s ect: entw4' A Aso Pthe = 240.1 11-,p 4y1 _ 1,9- / /o, //= -�9. � kip 4et d = .71.6/6-7 ex S9 1 FN,C', w, C = Cl3-'i(v 6/) = //:.y , l?- = 6i - u. x = t0 •? id-, `t Ai =as" &S(.6?)(z) 335 t��sfrc�fd - f .3 - 33.5 2y.sie- V 6r2 ID ei r„, r, _ Is.s k • ee - = 1?' '(asp,-w.l- = 91-• Za.:o S (-1 k- ✓ Q — J b t 1 t44tal �- S �� 30 14 1/ 61110 /a.? :) Z,214- 001 t L (J0 J(6 o(L) . a y L Y 38.1 ire7d 76.1/.6} = 7 t _ P-44 1 ,,,F = /7) (/?')(67)(z) =.02.R t Yy-aa . S 9 1Dr /8` (re)(6?-)Czj er 11=38.1 kr � � — 364 / / 67 J2i ,i, - 78' sJ..),rJ = *.1 /38 1040 ply =] ►yGA" \\ry ru-g b a%,,, ; �•� Designed By: Date: \\NA (lGa Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 51 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING J3 ,tP/Alli' 4- 1200F D/Alothett4Mt 1pN 0,41/A -D 401 P4 G,w•r 11/45 = • 6 70 X 12_5' -7. , Gtiro S = y. 2S kip 2a' ? JE344 J� f Ayr Szem V=31,31€ end // ei%ero 1r41/ Me -S. --D S'L E 4 1e"/7 S Cc,Atixo s ect: y r \oc, .� Ank-ex- Designed By: Date: UI (ZVt 1 I O Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 52 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING c 7 J 2 6 z 7 S AlmaO V Wect: aapip v-= /0.6 kip vet0.1/0,4//71 ? io.c /yd ..62 /9(P - V97 foy? XIS 11(F &grz 9lP- &'rt rn G, F, a V. Vd i m y 9lz % b 076'1 p/4- An.tp 5 v- f.3 Vd a5.7 3/ Zy mac•®`w tra F :' 7_13-e/r (2 S v o IL 4-4 Designed By: Date: l\ 1 7.`‘f c o Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 53 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 410D D D J Project No. ViLTJrev4 13 /2b0 Djev/* 4-4arS C Yd 404' 2, Pte, ,, = (2► f"? r.r /9 *> jo CtK,o r Vs, 241: d .2r.w/- 7 / A Ire, v LJL✓ )0 = 027/.67 4. Designed By: er-t, Date: IA Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ERLUNDEEN COUGHLINPO COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING B V r10/4/4 114100 G T7,407 - Ia! �. e u f /qC r z 8 v.ige �CiJZti> E' ~' - a/` 47,1= 42 •.?'/0,67 -39 I P s1 ("7.) sadk rt sj,s—. ✓ vi WWM/4 v/00s )ef`' iS4 S $E -E v/ t o, r S" 3 C_ I- )4/4' G t14Prt+2s /PIS 4(LI P ✓= 13.Ss 7?t/J2 72 ct: Project No. t/- i3. fs- r avmI/ = /// Fred SSS /7- 67..= _/ / ✓ be? d > LUSO •� � ' /3.S/ /32 p/C ✓-' G 7e, p!p- = i•3W k zr-7.31- � (...1_.l3.ss (6-4.-� // 3 Ofk�G Client: /,d /6/ z5•6,2 ,/0.8 3. " jq �✓ Designed By: Date: IRQ I fa Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 55 Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International 12/23/10 10:11:37 STEEL CODE: AISC360-05 LRFD -' SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (44.00,0.00) Beam Size (Optimum) = W16X31 4110' 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 0.156 44.000 0.100 0.156 = 44.00 Fy = 50.0 ksi 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): 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 /gym a t k---QF- Ms = 3a-F�- Las — l.�.t4, Sto • Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International 12/23/10 10:40:45 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 Total Beam Length (ft) = 25.00 Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 25.000 0.100 0.150 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 /tio As It- 51 Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International ��,► J d�, A, o" td ( sie- •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 LL 1 0.000 0.100 0.150 25.000 0.100 0.150 410) 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 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 0.90 124.50 Controlling 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 124.50 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 = -0.152 L/D = 1970 Live load (in) at 12.50 ft = -0.228 L/D = 1313 Net Total load (in) at 12.50 ft = -0.381 L/D = 788 M9 — 8 ,IS 5s 40; Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International ' fn �� C ®/ grQ 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 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 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.66 kips 0.90Vn =105.97 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 Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft 61.6 18.5 0.0 1.00 0.90 165.75 61.6 18.5 0.0 1.00 0.90 165.75 Left Right 1.85 1.85 2.77 2.77 6.66 6.66 18.50 ft = 18.50 ft = 18.50 ft = - 0.483 - 0.725 - 1.208 L/D = L/D = L/D = 919 613 368 sq 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) in in in in ksi ksi in in in in 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, Leh 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 W14X22 t,,, = 0.23 50 65 3/4 • A325 -N • 1.50 1.50 0.500 50 58 1.00 3.00 3.00 9.00 . Vertical Reaction Dead Load 1.25 Live Load 0.00 Snow Load 1.87 Seismic Load (w/out S2) 0.00 Horizontal Reaction Seismic Load (w/out Q) 45.00 Bolt Group Factors (AISC Table 7-8) Load Criteria ex (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 Sin = 0.87 S2 = 2.0 f1 = 0.5 OUTPUT k k k k k k k k k k k k k DCR DCR DCR DCR (IBC Eq 16-2) (IBC Eq 16-2) (IBC Eq 16-22) (ASCE 7-05 12.4.3.2) Ductility Check Per AISC Vertical Reaction SIQE 0.00 0.2SpsD 0.22 Em = S2QE + 0.2SDsD 0.22 Vertical Load Combinations t4 tti = l:, }� l 1.2D+1.6L+0.5S 2.44 1.2D+1.6S+f1L 4.49 1.2D+f1L+Em 1.72 Page 10-103 in (1,2+0.2Sps)D+S2QE+f1L+0.2S 2.09 V„ = 4.49 4)V„ = 64.4 OK Horizontal Reaction Hu = S QE = 90.00 01, = 90.54 OK Combined Horizontal & Vertical Loads R„ = 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 Maximum Plate Thickness = 0.62 Fillet Weld Size Required OK Each Side of Plate 5 16ths OK \\server5\structural\_2010\P1OJEC-024\ENG\Lateral\W14 high load connection.xls 12/23/2010 (,D Strut Connection Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: W16 High load connection Date: 12/22/2010 INPUT (input cells are yellow) in in in in ksi ksi in in in in 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, L0v Horizontal Edge Distance, Leh Plate Thickness Plate Yield Strength Plate Tensile Strength End Offset from Support Vertical Bolt Spacing, S„ Horizontal Bolt Spacing, Sh Plate Depth 4 8 Beam Beam Beam Size W16X26 • t,,. = 0.25 Web Yield Strength 50 Web Tensile Strength 65 3/4 w A325 -N • 1.50 1.50 0.500 50 58 1.00 3.00 3.00 12.00 . Vertical Reaction Dead Load 2.20 Live Load 0.00 Snow Load 3.40 Seismic Load (w/out S2) 0.00 Horizontal Reaction Seismic Load (w/out S2) 60.00 Bolt Group Factors (AISC Table 7-8) Load Criteria e, (bolt ecc.) 2.50 Angle from vertical (degrees) 88.2 Bolt Group, C (Vert. and Horiz. Loads) 7.61 Bolt Group, C (Vert. Loads Only) 6.10 ew (weld ecc.) 4.00 SDS = 0.87 n= 2.0 f1 = 0.5 OUTPUT k k k k k k k k k k k k k DCR DCR DCR DCR (IBC Eq (IBC Eq (IBC Eq (ASCE Ductility 16-2) 16-2) 16-22) 7-05 12.4.3.2) Vertical Reaction ME 0.00 0.2SDsD 0.38 Em = S2QE + 0.2SDsD 0.38 Vertical Load Combinations 1.2D+1.6L+0.5S 4.34 1.2D+1.6S+f1L 8.08 1.2D+f1L+Em 3.02 (1..2+0.2Sos)D+S2QE+f1L+0.2S 3.70 V„ = 8.08 tiV„ = 89.2 Nom- 1'LA. Check Per AISC Page 10-103 in OK Horizontal Reaction Hu=S2QE= 120.00 il)H„ = 124.31 OK Combined Horizontal & Vertical Loads R„ = 120.06 Bolt Fracture 121.0 Combined Shear/Tension Yielding 0.198 Combined Block Shear 0.650 Combined Bolt Bearing 0.626 Combined Bending/Axial 0.461 Maximum Plate Thickness = 0.57 OK Fillet Weld Size Required Each Side of Plate 5 16ths OK \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\W16 high load connection.xls 12/23/2010 cif 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 g' W14x22Fir7Beam Length - t ft 4 Mn = 124.5 k-ft Lunbraced 0.0 ft 1-torsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k-ft A9 6.49 int M Live 0 k-ft Ix 199 in4 M Snow 12 k-ft ly 7 in4 M Seismic 0 k-ft rX 5.54 in ry 1.04 in Deflections S„ 29 in3 A Dead 0.15 in Zx 33.2 in3 A Live 0.00 in J 0.208 in4 A Snow 0.23 in C„, 314 in6 f, 0.5 Axial Seismic Load SDS 0.870 QE f2o 7kips p OUTPUT (1.2D+0.2S,,,)D+oQe+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 Q = 0.913 Fcr = 37.5 (j)Pn= 219 Compression Torsional Buckling k Capacity 4 Mn = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.320 OK Fe = 16 Fcr = 14.17 4Pn = 83 ksi ksi k 0.682 OK (1.2+0.2Sds)D+12Qe+f1L+0.2S in k-ft kips Moment Capacity k-ft Capacity Deflection = Mu = Pu = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.25 15 74 (I)M, 125 Compression Flexural Buckling (I)Pn = 219 Compression Torsional Buckling k Capacity 1 0.442 OK (1)Pn = 83 k 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 W16X31 . Beam Length g ft OMn = 202.5 k -ft Lunbraced 0.0 ft Lto,sion 44.0 ft Beam Properties Service Moments F,, 50 ksi M Dead 24 k -ft A9 9.13 in2 M Live 0 k -ft I, 375 in4 M Snow 38 k -ft I, 12.4 in° M Seismic 0 k -ft r, 6.41 in ry 1.17 in Deflections S, 47.2 in3 4 Dead 0.78 in Z, 54 in3 0 Live 0.00 in J 0.461 in" A Snow 1.21 in C„, 739 in j, 0.5 Axial Seismic Load SDS 0.870 Qef;......,, kips no 2.0 p 1.3 OUTPUT (1.2 D+0.2S„j D+pQe+f, L+0.2 S in k -ft k k -ft Compression Flexural Buckling Capacity Deflection = Mu = Pu = Moment Capacity 1.31 47 55 203 KL/r (max) = 82.4 Qa = 0.964 Qs = 1.000 Q = 0.964 Fcr = 29.9 4Pn = 245 k Compression Torsional Buckling Capacity (I)M.= Flexural Buckling Interaction = Torsional Buckling Interaction= 0.427 OK Fe = 15 ksi For = 13.41 ksi $Pn = 110 k 0.700 OK (1.2+0.2Sds) D+OQe+f, L+0.2S in k -ft kips Moment Capacity k -ft Capacity Deflection = Mu = Pu = Flexural Buckling Interaction = Torsional Buckling Interaction= 1.31 50 84 4Mu 203 Compression Flexural Buckling 4)P. = 245 k Compression Torsional Buckling Capacity [ 0.561 OK 1 4)P. = 110 k I 0.981 OK 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) Spans w16x31 Beam Length .: ft (pMn = 202.5 k -ft L„nbraced 0.0 ft Ltarsi„n 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k -ft A9 9.13 int M Live 0 k -ft I 375 in° 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 in' A Live 0.00 in J 0.461 in° A Snow 0.12 in C„, 739 in6 j, 0.5 Axial Seismic Load Sos 0.870 QE kips Q. 2.0 P 1.3 OUTPUT (1.2D+0.2S,,,)D+oQe+f,L+0.2S in k -ft k k -ft Compression Flexural Buckling Capacity Deflection = M„ = P„ = Moment Capacity 0.13 14 85 203 KL/r (max) = 46.8 Qa = 0.916 Qs = 1.000 Q = 0.916 Fcr = 39.6 (f)Pn = 325 k Compression Torsional Buckling Capacity Oiln = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.321 OK Fe = 19 ksi Fcr = 17.01 ksi 4P„ = 140 k 0.666 OK (1.2+0.2Sds)D+QQe+f L+0.2S in k -ft kips Moment Capacity k -ft Capacity Deflection = M„ = P„ = Flexural Buckling Interaction = I Torsional Buckling Interaction= I 0.13 15 130 SMr, 203 Compression Flexural Buckling (I)Pr, = 325 k Compression Torsional Buckling Capacity j 0.464 OK 4)Rn = 140 k 0.994 OK 1 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING z W W O z K g z J I z 0 0 11 0 *I)ct: /hL�h11 �� u/' -O"/€ tjcw`57 CA-576-�� 1�//1ECTaoAl r 1u.I1 •1 I S l - /3 T`G = a (36./ i0(.99/ kh7 sr C.4CE N/t itu-cmoN 742/ /rir f 8e�eci? y,. /- y 4. 1)- s "lc zr ( 2 3/4 e U2 I"/? 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 (p5 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING H 0 0 z 0 0 V _1 ect: e tino 4/ 4 Bi c i>„ 11/P 010.0.0s- 7? 12e T)oN G1Z/0 # T/G = i ps• 7-b (3y)/ ., s +p %/G a �2, 76) 3 Y/y, - 9 / *,e ric = (3.6 )Zs.) z z - 2 o n/ - s p I f FcnoA/ .XZ61s))` o 14-4- k-tps r/c = (0 Ss)(3) N 6•a ,✓-S aizivs 1-3 ,-/�- ®7 0.2)(/4/4 6 z I,/ /G Designed By: Date: /q- )(O of Project No. Client: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Lo4 C O U G H LI N PO RT ERLU N D E E COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4.✓NFcl)o•v • aF 7i1T/L4V 1� Avor 121415" 4'7 TK'/CR'- TILT Pik, FC- (S .S ", W?F (93.9ibN)(3-331)-= .ZMO Pips )0.-7e = .07.6r0/,5g3 = S6 x 61 77h c l< CrT1VP /d,t//L ty � (4/44. = 3Yf c9 los og /7K = Cly8P$tc-) ')(')-- -�i0 SPS 8' /)?!/ 0o -f• coati /O"CAv 4, = .7d #.2 p s P f(4 = 04,2)049(4j -0- Project No. Client: Designed By: Date: 311 1 �� 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 Tilt Up Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • z W W 0 z J 2 z z J s 0 u 7; 74 ij 6 i'r oF P1444 went- eee J , Iii /NC -1- / c1q . G✓'f t do sr 176,414--49-9/6`'---- .Sri ewe SeK e3Rpr' Er e/51.- ---- 3670 y ©o 1301,0 /0\14 A .�� /4/5 ,'7S e9eP4.v.r Project: Project No. 11146(011,00-2 Client: Designed By: Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 G0S Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Typical 27'6" WALL Wall Data f c 4 ksi Hwau 27.5 ft - assumes pinned -pinned Ec 3605 ksi twall 5.5 in Fy 60 ksi Rebar Size #5 4) 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 Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) wu min = wu = 27.1399 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Medi 0.0 k-in/ft (factored) Vsoii,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) 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 kif Mu,ecc 2.0 k-in/ft Page 1 of 2 6.9 psf 23.9 psf '4, 36.4 k-in/ft 0.474 ksi 28.70 k-in/ft Conc. Slender Wall Summary DK M„t=Me/(1-((5*P„*Lc2)/(0.75*48*Ec*Icrn) Mua Mut 29.2 k-in/ft (sum of seismic Toads) 30.8 k-in/ft IG 83.4 n 8.0 Ase 0.327 in` in4 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D + (ft L + f2S) 0.46 k/ft Pu+Puw = 2.73 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)* = (See 'Iterations' Worksheet) = 3.09 k-ft/ft Phi*Mn = 3.47 k-ft/ft OK Ig/ft. = Ec = Es = n= a= c= Iu/ft = 166.4 in4/ft 3834 ksi 29000 ksi 7.6 0.50 in 0.59 in 10.27 in4/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 8allowable = 1/150 8allowable = 2.20 In 3) Axial Loading (Pw +Pmax)/Ag < 0. (Pw + Pmax)/Ag = 0.04fc' = @ Midheight 04fc' psi 34.7 psi 160 psi OK Calculations M= = 7.5*(fc)°'S*Ig/yt = 2.4 k-ft/ft OK As = 0.310 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D Ase/ft = 0.343 in`/ft P max = Aso-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p bal 0.51 in`/ft 0.75 in 4.90 k-ft/ft ib COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Th /Ct9L 6077al4 DeS/441 — am,,opt%4 4 W072,4T e4 it TAIP 20' o" 32o-, r %At, s Aon t...)ALL-- H l4�1 GJfl 3( 0.. 4' 1. 6p Si' 6" v. eat k94- 1 S O l c.F 2.3 S O 1/ ' P- Recr-teed- mid+. / \9SE � 0' f o -r 4 `f . TatNticrita Z3Sc,12•) .: LI +o '. Project No. `v`r trd +^ Client: Designed By: Checked By: Date: (1 17A1 (0 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 71 roz 00 �. ro a .. 0 G O N � < w ro N P . 0 ro a as � 5- 5' ro 0 0 -� o a' 9 w �D N 5 N ro 0. WCD .- O 0 p a UO 46' tv O N 0. 0 0. � ro N vroi O O'fD C a- 0. 5_ cN N co FS CT7 ws ro 171 O 10 X ro O O- O 'C3 (% N 0 0 O ti B 10 O O (D w 0 (D ro 0 ro O .Li N 00 Off. LU 9 g C CD IOU )10ND CID 0- y(0 0 M F 0 N Oti O'. N F.+ N `,a oa 0 0 0 0 0 0 0 0 N O O 0 0 • w io N N ih 0 a 3 5 y 0- Interurban Tilt Up Concrete Shear walls COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING :>I300 `),Gv01 0 8 rn tt f )0 -i j' a- Cl gic Z z g IA 3 2 _ D T CID rn o' r•, Cr) 0 rn rn r rn r 0 0 ct: Project No. Designed By: GTL- Date: t(1?"! 10 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 73 01 JOI swinse WV Sb:6 le OIOZ 'bZ AoN 17-< C;* • • h a 5J11,N C))NOO-PCfcn o� N.PU1CAOoN 1 01 CJD CD C D CYI ' CD -14 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W a z J 0 z 0 0 u s 50ect: 1'nen.. 1 Z nsiv, Wu am = 11-3- 01/4. = sLA 1&- Nr 5 Lt j 14, • }' lt-fir Jit 1.416%,:= \SO ks �a - tit• 0 �s LZ-z�Ctb� 352 & SS '7- 12.8 MtA = 9b.8 w-121 K6 ,b/7.67z- la Tse 1-1/1.15 '4-t zz�, �1 wv' Project No. Designed By: ' Date: !\ 1 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 15 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • z e J s u 0 0 a 0 U Mirct: T3 V c iA9 / r(/ 1 3 r b414 L -CS 12 2 1r04-1) t 'Tia -19.7 4t 4 -45 -nit 8" w 1.`• d " i. I c0(1 20 (9, t- ,S6-32.) Zo.l Tv. 0'1'1 y• r 3. 14- z� 1 as I a ,s�,'2Ve3(12) 3 E = s90ve) .)Y[7;;o . 3-6x (76 s; • 1V&Ii-cY4 — ?-Zoo.4 L Z oa •t=1' 2 3 (� k-4•}- Designed By: Date: 1N, ("2-41 \ t0 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 C5(Pmax)300 P (kip) (Pmax) O 0 O fs=0 fs=0.5fy fs=0 fs=0.5fy li Ail 45 My (k-ft) (Pmin) x 0 0 0 12x8in Code: ACI 318-05 Units: English Run axis: About Y-axis Run option: Investigation derness: Not considered Illk Column type: Structural Bars: ASTM A615 Date: 01/17/11 Time: 09:21:21 -45 (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 in^2 6 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.86 in^2 rho = 1.94% fc = 3.4 ksi Xo = 0.00 in Ix = 512 inA4 -P�u = 0.003 in/in Yo = 0.00 in ly = 1152 inA4 •ta1 = 0.85 Min clear spacing = 3.00 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 71 410) 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 Ep 3605 ksi t„a 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 1.00 SDS 0.87 Wp 100.0 psf Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) Wu min = wu = 96.4219 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Woo 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoil,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in ft 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 85.0 psf 78 • (VM,Mef (PMn fr Mcr 162.5 k-in/ft 0.474 ksi 60.72 k-in/ft Conc. Slender Wall Summary OK M„ 1=M3/(1-((5*P„*Lc2)/(0.75*48*EC*IC0)) M„a 98.5 k-in/ft (sum of seismic loads) Mut Icr n Asa Au 100.1 k-in/ft 267.5 8.0 0.637 in4 in` 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D + (f1L + f2S) = 0.46 k/ft Pu+Puw = 3.76 k/ft, includes wall wt. Mu = w„*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 = Es = n= a= c= 3834 ksi 29000 ksi 7.6 0.98 in 1.15 in 1c,/ft = 101.34 1n4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.02 k-ft/ft 2) Deflections @ Service Loads 8max = 2.02 in 8allowable = 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 Mc, = 7.5*(fc)0'S*Ig/yt 5.1 k-ft/ft As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D Ase/ft = 0.666 1n`/ft P max = Ase-max/ft = amax = Phi*Mnmax/ft = Page 2of2 0.6p bal 1.13 in`/ft 1.66 in 23.72 k-ft/ft COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W z 3 0 U BV, /d ' WLS7 w#L-A ,onN Qs = 31.363) = 40- k. 7,1 35-S' 36.2 -/ 59./ f- �2_0 C3I T) Li 00 1 M = (24'3 -�- IS,2o t-/s� /o7 lc- 7/6- - go -7674 )/ 31, y /< Pfr' arc ect: Project No. Designed By: .M1,, Date: 1k ("1.°‘ Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Li/ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4111) P1 1-- PAR 07-7.44-14"c • ./1 z W z 3 J S z lik3At.A.,, Via. Fvo ?-7/14.L (20')C9')( »Qsf) Cz3'x v`) CQc?- s�> 14ro-P t„/pt: 3,20( IP �✓/t = Ycve/le ' .° k ) .5 -kr w/g 6 •o/z 3r le k. /6•/ Z•6 36.9k,,f7 = 5.7'7 AP/2 p• it fin. : (.7p>(/a.r)(cc,c) z ,F •r Zo)�,)Cloc (/6) ( kiur S'14,79 / 0 • S" Designed By: Date: A /1 10 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 SI COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING p3 10s149i4/4 TYL,13 = el ,S° -7A,1(.9.s90.va, P) _ 1? WR''t, AL /�uv 04 = (7.0 (3Lo/ic4} .7 3 /6 �L= 9. C 4f&i i/) z 3.Bk Designed By: Date: Project No. Client: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 kxlv4( kOs of 52. 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, 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 35.50 ft 3.00 ft 16 in 1.00 ft 106.5 ft2 630 ft3 Pseu 21 k Poverburden 12 k Po 107 k PL 14 k Ptotal 154 M„ 15520 k -in V„ 48 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 1.4 ksf 1/3 increase = 3333 psf L Components Allowable Po+PL= 0.9 Po = M, = 154.0 k 126.0 k 924 k -ft III=III D B 6.0 ft 2.91 ksf B / e = 5.9 ok qmin' = partial uplift ksf FA Pressure Distribution, a = 35.3 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=M/P= 7.3 ft qmax' = 2.69 ksf Footing size: B/e= 4.8 ok qmin' = partial uplift ksf Pressure Distribution, a = 31.3 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. Lateral Force Lateral Load = 34 k Resistance due to. Soil Friction, 0.9 Pd = Lateral Bearing = 50 k 1.7 k Total Resistance = 52 k, no sliding occurs Remaining Lateral Force = Required Additional Dead Load = Ok 0 not required v < > a COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING w ES7 6-ccv47) ©ry Fmn 4t4 4' 7 / f- !Jp PQ k �S =(2)31GP� AN= SL - F -}r k -P? vim= 75, S 14 (tJ& a = cow. 4 \le- 4-c.7 � • � � � - 3' k.k9 tde $ Z%" L1'P . d 001 -4 -- Project No. X3)5 � 4S Iran` Designed By: Date: 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 FSU/ L /A/ A 5ov -nA t,JA `• , Project No. \\4Wf a \?6tO C— 12T, (2.161• )(-2 ` = ✓ �+ p Designed By: Date: Gk)Zvt Jtu Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 05 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 27.00 ft Width of Footing, W 5.00 ft Thickness of Footing, t 30 in Depth below grade, D 1.00 ft Area, A 135.0 ft2 Section Modulus, S 608 ft3 Footing Loads Gravity Seismic Pself ,urden Po PL Ptotal 51 k 15 k 55 k Ok 120 Mn 16632 k -in V„ 49.5 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 0.9 ksf 8.2 ft 3.04 ksf 1/3 increase = 3333 psf L ti Components Allowable PD+PL= 0.9 PD = Ms = 120.5 k 108.4 k 990 k -ft 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 qmax' = 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 loads. 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 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 8w%C.-r),6 T+t+ 4p w 11 I. C Ict•F 1' cb 12 )3` /14 -Ef- '1a IL l - = 6-Q k -P 73. o = Pro_ s b b ti Project No. MI6 /1/lu= 31r k- �3/ 4 = 8-2s it-` 1/1/ 115,4eAo `D Designed By: Ea. Date: b l 11-t /l4 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1IP •i) Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Pd Wall Data fo 4 ksi Hwafi 27 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 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 Mug! 0.0 k-in/ft (factored) Vsoii,bottom 0.0 k/ft (factored) Vsoii,,o1 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) 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 10.0 psf 90.0 psf 4Mr�Mu OM„ 162.5 k-in/ft f, 0.474 ksi M, 60.72 k-in/ft Conc. Slender Wall Summary OK M„1=Mf(1-((5*P„*Lc2)/(0.75*48*Eo*Ia))) 100.5 k-in/ft (sum of seismic toads) 102.0 k-in/ft Ia 267.5 n 8.0 Ase 0.637 Mua M„, in4 inz 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D + (f1L + f2S) 0.46 k/ft Pu+Puw = 3.70 k/ft, includes wall wt. Mu = wu*h2/8+Pu(e/2)+(Pu+Puw)*S = (See 'Iterations' Worksheet) = 8.88 k-ft/ft Phi*Mn = 15.00 k-ft/ft OK Ig/ft. = 512.0 in"/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.98 in c= 1.15 in Io,/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 6m = 2.02 in 8allowable = 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 Ma = 7.5*(fc)°'S*I9/Yt 5.1 k-ft/ft As = 0.620 in`/ft Ase= (Pu+Puw+AsFy)/fy, using 0.9D Ase/ft = 0.665 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 tog COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 0 z J F 0 z u 0 u u a • Project: 13upv©iNe, 5,CLnIE T's9 K? 11 FcenN4S Pi, �Tt 1,6 -IFS o•o,'t) • In 0< r (3 fato"Sit /3' 7,43 k , k G.Jn. 7..7, 617. 1409 hr, 161(/,6.f. o7) P ) _ /• 4' = Z-%cVel zkey wf=ttk r 6.2 � sa?•, / , lP o a.. = � 6.6 f• o • /0 fr / // (3 f. ©. o 7)0,3 /c ZZ.7 3 Cam Designed By: erl..r- Date: k 11141i Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 An W 0 z 3 aC 0 z i 2 0 0 u 0 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING gimomia C P9 NRS vit4a. pooh 1 3 -dimilmemlo� 1 I GZ O4 P 12)1 00 (83 Akt=M,3i-- m 36/ a -6R- = 3.91 14.fv-t4o 93-F ��- =30-2-te)p (.3( y7s- pi -r O3tL23,1 s� o? ect: In rvl,(b rt orb c "c_ Designed By: M.. Date: 1 Project No. Client: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 of 91 •1 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading P10 OOP wall Wall Data fc 4 ksi Hwa„ 27 ft - assumes pinned -pinned Ec 3605 ksi tws„ 5.5 in Fy 60 ksi Rebar Size #5 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 SDS Wp Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 68.8 psf Wu min = wuc 45.927 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Mso„ 0.0 k-in/ft (factored) Vsoii.bottom 0.0 k/ft (factored) Vsui,,,op 0.0 k/ft (factored) Axial Loading (Po) Dead Load 304 plf Live Load 0 plf Snow Load 475 plf Eccentricity 2 in f1 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 7Z fitOM -Ma 40 85.5 k-in/ft 0.474 ksi 28.70 k-in/ft Conc. Slender Wall Summary OK =Ma/(1-((5*P„*Lc2)/(0.75*48*Ec*Ir.,))) Mua 48.2 k-in/ft (sum of seismic loads) M,,, 50.9 k-in/ft IU 84.2 in° n 8.0 Ase 0.639 1) Design Forces @ Midheight 1.2D + 1.0E + (f,L +f2S) Pu = 1.2D + (f1L + f2S) = 0.46 k/ft Pu+Puw = 2.69 k/ft, includes wall wt. Mu = w„*h2/8+Pu(e/2)+(Pu+Puw)*5 = (See 'Iterations' Worksheet) = 4.91 k-ft/ft Phi*Mn = 7.99 k-ft/ft OK Ig/ft. = 166.4 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.96 in c = 1.13 in Ir.r/ft= 26.92 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 7.99 k-ft/ft 2) Deflections @ Service Loads 6max = 4.27 in sallowable = 1/150 6alowable = 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 Mr., = 7.5*(fc)°'S*Ig/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 baI 0.66 in`/ft 0.97 in 8.03 k-ft/ft 93 4110) COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Braced Frames & Footings 40D z W 0 J 0 2 a z J x u U0 S 0 V � t: h d t V %kr1/4._-- COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /J Ull22C !✓02IT Oh) qs.S iC -So•35 f45C ijcut 4j 01 (16 /6.51' Z�r i ti b 1� I.. K23tt. u_ 43.3 ic 54— as `" Designed By: Date: c-LAk� to Project No. Client: 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 ...ng ID or Location: Building A typ braced frame GEO LOAD MATE Date: 12/22/10 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 DB 14 in Slab Thickness t = 6 in Slab Overhang x = 1 ft Distance from Left Column to Add'I Load toTHER, = 0 ft Distance from Left Column to Add! Load tOTHER1 = 0 ft : 1(+) t(-) 2.5 1(+),1(-) Soli Surcharge Weight PcoL1 (k) PCOL2 (k) V (k) POTHER1 (k) POTHER2 (k) Dead 6.2 16.3 , 0. Live 1111111601111WEI0 0'' Seismic 91 -91MEM Concrete strength Wind 0 0 0 Roof/Snow 4.2 15.9 0 0 Redundancy Factor P= 1.3 Analysis Procedure ELF Allowable Bearing Pressure, including FS (la = 2.5 ksf Soli Surcharge Weight w,o;, = 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 f, (for gravity load combination) 0.5 Analysis results: BASIC LOAD COMBINATIONS POOL1 PCOL2 At POTHER1 I11I POTHER2 ;ru�>`VIS/ �.r�y r� y�v� a WWWWW AINSIVkley`ana�r re e L1•�i?i�i� J e(1: i iI.i�w1%S,.Zi3.1^, A W. %`2 T t i LI IS L2� ALTERNATE LOAD COMBINATIONS Bearing YES Sliding YES Bearing YES Sliding YES DCR Max Bearing Min Bearing 0.93 2.31 ksf 0.00 ksf 0.85 2.311 0.87 2.90 ksf 0.00 ksf 1 0.63 2.901 THIS FOOTING _ ACCEPTABLE _._.__.______________i Footing Reinforcing Design Lon.. Bottom Reinforcin. Quanti Size S.acin. 29 #4 @ 2.9 19 #5 @ 4.4 13 #6 @ 6.5 10 #7 @ 8.4 8 #8 @ 10.5 6 #9 @ 14.0 5 #10 .i 16.8 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 @ 30.9 3 #10 @ 39.2 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\Braced Frame Footing.xls 12/22/2010 9.5 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: b Checked By: Date: ki Sheet 10 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 q�A Braced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN ct: Interurban Office Engineer: ETL Krung ID or Location: Building C,D,E Braced Frame GEO LOAD Date: 12/22/10 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 D. 14 in Slab Thickness t = 6 in Slab Overhang x = 1 ft Distance from Left Column to Add'I Load POTHER, = 0 ft Distance from Left Column to Add'I Load 0THER1 = 0 ft : 1(+) 1(-) 2.5 1(*). t(-) Soil Surcharge Weight PCOL1 (k) PCOL2 (k) V (k) POTHER1 (k) POTHER2 (k) Dead 1.12 16.9 Soil Friction Coefficient, including FS 0 0 Live 0 0 150 0 0 Seismic 54 -54 36 0 fy = 60 Wind 0 0 Roof/Snow 1.75 26.4 0 0 Redundancy Factor Analysis Procedure P= 1.3 ELF MATERIAL PROPERTIES: • Allowable Bearing Pressure, including FS qa = 2.5 ksf Soil Surcharge Weight w,,;, = 110 pcf Passive Equivalent Fluid Weight, including FS w, = 250 pcf Soil Friction Coefficient, including FS µ = 0.4 Concrete Weight -r = 150 pcf Concrete strength Pc = 3 ksf Steel Strenght fy = 60 ksi f1 (for gravity load combination) 0.5 Analysis results: A x X s PCOL1 POTHER1 IUI POTHER2 T = LIME S IEL2� �- V BASIC LOAD COMBINATIONS ALTERNATE LOAD COMBINATIONS = Bearing YES Sliding YES Bearing YES Sliding I YES DCR Max Bearing Min Bearing 0.86 2.14 ksf 0.00 ksf 0.65 2.141 0.91 3.05 ksf 0.00 ksf 1 0.49 3.051 THIS FOOTING _.._.__.._.._.___-_.__.-_.__.._.. ACCEPTABLE _._.._.._.___._.._.._! Footing Reinforcing Design Lon.. Bottom Reinforcin. Quanti Size S.acin. 14 9 7 5 4 3 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 @ 30.9 3 #10 @ 39.2 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 in2/ft (top and bottom) \\server5\structural\_2010\P10JEC-024\ENG\Lateral\Building A\Braced frames\Building B,C braced frame footing.xls 12/22/2010 rn O rn W 0 O O O W Ci) J D1 DG U CO N A co ID A N co CO W A CO N CO N CO CO O 10 m 0 O V n ID 0. -n d 3 co 11 0 O G1 N 0 0 m N r rn CD O O O O w W 0) CD A N v v O O a N N A O N m co CO U CO CO COU U w CO O O O (D O O m m 0) x m m m x m ID m 0) m co m 0 v 0 CO A W N -+ [D m [D [D p m m m m m • .a a .n „Si" m rn 8, '8, 0 Co N (0 N N N A O O O O O sNo irnoa 0 n-pgO 0 0 o O CO J m N U A 0 a uwnioa aoeij paoe 0 0 rn N N U N 01 X O1 X CP rn O W 00 01 J CO DD N A (1 01 Co O) J N C71 W U1 C)1 J O1 U1 (071 CCD X X (l (I1 0) 0) CDCD 0 O O A O) Co CO Co Co J J CO O w r xr 0 m N aoJoj �eixy U W N C1 ID ID (D w 0 CD0) N ID 0 0 E ID 9 awe j peoeJ9 ue 0 0 CD Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 Foundation Date: 1/17/2011 INPUT: Column Information: Size -- HSS6x6x3/8 Fy-- „<46 ksi Fu-; ksi b=d -- 6.00 in t-- 0.35 in Pu -- 50 kips bf -- tf -- 0.00 0.36 7.50 0.57 m in in in Brace Information: Size -- HSSSXSX5/16 Fy Fu -- Ry -- Rt - K Gusset Information: fvjFy--_ ksi Fu -- d -- 5.00 t -- 0.291 Area - 5.26 in in in Connection Geometry: Config -- v - Shape x dim. -- y dim. -- Bm Slope - in/ft Fillet Weld Lengths: Column -- deal Col - 30.71 in in in Shear Tab Desiq ❑ Shear Tab K Loads (Beam Reaction): Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) -- kips kips kips OUTPUT: Weld Design: Brace Weld (J2-3) -- Beam Weld (J2-4) -- Column Weld (J2-4) -- Size 5 16ths 7 16ths 7 16ths Gusset Plate Design: Block Shear Rupture (J4-5) -- Compression on Whitmore Section (E3-1) -- Tension on Whitmore Section (D2-1) -- Weld Development Checks (J2-2) -- Free Edge Buckling (Steel Tips 5/04) -- Beam Side -- Column Side -- Yielding Under Combined Stresses (Steel Tips 12/9 Beam Interface -- Column Interface -- DCR 0.67 0.66 0.69 0.77 0.71 0.77 8): 0.09 0.26 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 Design 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 Design at Gusset Interface: Punching Shear/Shear Rupture of Wall (J4-4) -- Wall Yielding in Shear (J4 -3) -- Wall Yielding in Flexure (K1-9) -- DCR 0.66 0.67 0.82 Brace Forces -- Tension -- Compression 339 kips 227 kips Design Loads for Shear Tab Design -- When Brace is in Tension: Vertical -- 0.0 Horizontal -- 61.7 When Brace is in Compression: Vertical -- Horizontal -- kips kips 0.0 kips 41.4 kips Whitmore Section Geometry -- Lw-- 17.42 in Li-- 18.40 in Design Loads for Web Stiffeners -- Beam -_ 0 kips Ok \\Server5\structural\_2010\P10JEC-024\ENG\Lateral\Building A\Bracet iputmi1Bputfoundation xls 1/17/2011 Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: BTL Connection ID or Location: BF -1 (2nd bottom) Date: 11/30/10 INPUT: Beam Information 50.00 40.00 - 30.00 - 20.00 - 10.00 - \ \ . \ .� Y j r Size - W16x26 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 - HSS5X5X5/16 Fy - � 0 � ksi Fu - ksi Rt - K- ;0.9 d- 5.00 in I'd - 1.9 in 0.00 -50.00 . -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50 00 t - 0.291 in Area - 5.26 in Gusset Information: Connection Geometry: Left Brace Right Brace Fy _ ksix u, (� �rCid$ Sdtener Sfe x dim. - 84' k ft 8.5 ft Fu- ffi5 ksi on y dim. - 1415 ft 14.5 ft t-- 075' " : in 0 Weide Setrener,Ptate m stile:. Fillet Weld -1-Z-----114' . Brace Lengths 16.8 ft 16.8 ft Directly Input height of gusset plate in cell below V E . in Height of Gusset at Center (if used) , 12 . in Beam -- I67. in OUTPUT: Weld Design: Size Brace Forces - Tension - 339 kips Brace Weld (J2-3) - 5 16ths Compression Beam Weld (J2-4) - 9 16ths Left Brace - 210 kips Gusset Plate Design: DCR Right Brace 210 kips Block Shear Rupture (J4-5) Whitmore Section Geometry - Left Brace -- 0.517 Left Brace Right Brace - 0.517 Lw-- 19.15 in Compression on Whitmore Section (E3-1) Li- 10.53 in Left Brace - 0.418 Right Brace Right Brace - 0.418 Lw-- 19.15 in Tension on Whitmore Section (D2-1) Li- 10.53 in Left Brace - 0.524 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 OK Web Yielding (J10-3 & Steel Tips 12/98) - 0.798 Web Crippling (J10-5a/b)- 0.871 \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\BF-1 2nd bottom.xls 1/17/2011 12:04 PM ign - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: BTL 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 \ \ \ .. \ \ \ v 7 / i . , • ,i ,, / `ti. . / / /' / / Size -- r W16X26 I _ 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 - tisssx5x5/16 • Fy - ksi Fu -' f ksi Ry - f� kA Rt - 1.3 K - d - 5.00 in rd - 1.9 in 0.00 -50.00 -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50 00 t - 0.291 in Area - 5.26 in Gusset Information Connection Geometry: Left Brace Right Brace Fy _ a ksi ❑ Tnctutiftener e x dim. - 8.3 < ft 8.5 ft Fu- 65 ksi5, y dim. - 13.04:;= ft _ 13.42 ft t- w',0:7`5.K` ` in ❑ IrKludeStiffieiierPla orpBottom5fde Fillet Weld . Brace Lengths 15.6 ft 15.9 ft Directly Input height of gusset plate In cell below • Brace - 14 , in Height of Gusset at Center (if used) 12 ' , in Beam - OUTPUT: Weld Design: Size Brace Forces - Tension - 339 kips Brace Weld (J2-3) - 5 16ths Compression Beam Weld (J2-4) -- 9 16ths Left Brace - 231 kips Gusset Plate Design: DCR Right Brace 226 kips Block Shear Rupture (J4-5) Whitmore Section Geometry - Left Brace - 0.517 Left Brace Right Brace -- 0.517 Lw- 19.81 in Compression on Whitmore Section (E3-1) Li-- 9.81 in Left Brace - 0.429 Right Brace Right Brace - 0.426 Lw- 19.64 in Tension on Whitmore Section (D2-1) Li- 9.98 in Left Brace -- 0.507 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: 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) - 0.544 OK Web Yielding (J10-3 & Steel Tips 12/98) - 0.825 Web Crippling (J10-5a/b)- 1.018 \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\BF-1 2nd top.xls 1/17/2011 12:04 PM /D/ 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: Size -- Fy-- Fu-- b=d-- t-- Pu HSS6X6X3/8 46, , ksi 58 ksi 6.00 in 0.35 in 50 kips Brace Information: Size -- HSS5X5XS/16 Fy -- Fu -- Ry -- Rt -- K -_ d -- t-- Area -- Beam Information: W 14X22 1 v Size -- Fy-- Fu-- bf -- tf -- 13.70 0.23 5.00 ' 0.34 Gusset Information: Fy-- =50 . ', ksi Fu-- 65 `i ksi ksi ksi in in in in 5.00 0.291 5.26 Connection Geometry: Config -- x dim. -- y dim. - Bm Slope -- Shear Tab Design Loads (Beam Reaction): ElShear Tab 'Kerfeci V - Shape 8.5 ft 13.04 ft -0.25 in/ft Fillet Weld Lengths: Brace -- Beam -- Column -- Ideal Col - Dead Load - Live Load -- Horizontal Strut Load (Include Overstrength) -- 23.49 kips kips kips 10 20 30 40 50 OUTPUT: Weld Design: Brace Weld (J2-3) -- Beam Weld (J2-4) -- Column Weld (J2-4) -- Size 5 16ths 8 16ths 8 16ths Gusset Plate Design: Block Shear Rupture (J4-5) -- Compression on Whitmore Section (E3-1) -- Tension on Whitmore Section (D2-1) -- Weld Development Checks (J2-2) -- Free Edge Buckling (Steel Tips 5/04) -- Beam Side -- Column Side -- Yielding Under r Combined Stresses (Steel Tips 12/98) Beam Interface -- Column Interface -- DCR 0.54 0.44 0.50 0.56 0.78 0.57 0.15 0.09 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) DCR Beam Design at Gusset Interface: Weld Development Check (J4-4) -- Web Yielding (J10-3 & Steel Tips 12/98) -- Web Crippling (J10-5a/b)-- 0.46 0.50 0.94 Column Design at Gusset Interface: Punching Shear/Shear Rupture of Wall (J4-4) -- Wall Yielding in Shear (J4 -3) -- Wall Yielding in Flexure (K1-9) -- DCR 0.55 0.59 0.83 Shear Tab Design: Combined Shear/Tension Yielding of Plate -- Weld Fracture -- Wall Yielding in Shear (J4 -3) -- Wall Yielding in Flexure (K1-9) -- Punching Shear/Shear Rupture of Wall (J4-4) -- DCR 1.00 0.84 0.35 0.60 0.39 Brace Forces -- Tension -- Compression -- 339 kips 248 kips Design Loads for Shear Tab Design -- When Brace is in Tension: Vertical -- 99.8 Horizontal -- 51.7 When Brace is in Compression: Vertical -- 73.0 Horizontal -- 37.8 kips kips kips kips Whitmore Section Geometry -- Lw-- 20.01 in Li-- 15 84 in Design Loads for Web Stiffeners -- Beam -- 0 kips Ok 1\server5\structural\_2.010\P1 OJEC-024\ENG\Lateral\Building A\Bracedilmatit04181pUt3rd.xis 1/17/2011 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: Size -- Fy-- Fu-- b = d -- Pu -- HSS6X6X3/8 5 6.00 0.35 50_. ksi ksi in in kips Beam Information: Size W18X50 �• FY ,._ ksi Fu-- 65 ksi d-- 0.00 in 0.36 in bf -- 7.50 in tf -- 0.57 in Brace Information: Size -- HSS5X5X5/16 Fy -- Fu -- Ry-- Rt -- K-- d -- t-- Area -- Gusset Information: Fy — Fu ksi ksi Connection Geometrvj Config -- X - Shape V x dim. -- 2(j y dim. -- Bm Slope - in/ft Fillet Weld Lengths: Brace -- Beam -- Column -- Ideal Col— 21 26.95 in in in Shear Tab Design Loads (Beam Reaction): Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) -- kips kips kips 50 40 30 20 10 0 0 10 20 30 40 50 OUTPUT: Weld Design: Brace Weld (J2-3) -- Beam Weld (J2-4) -- Column Weld (J2-4) -- Size 5 16ths 7 16ths 7 16ths Gusset Plate Design: Block Shear Rupture (J4-5) -- Compression -Compression on Whitmore Section (E3-1) -- Tension on Whitmore Section (D2-1) -- Weld Development Checks (J2-2) -- Free Edge Buckling (Steel Tips 5/04) -- Beam Side -- Column Side -- Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface -- Column Interface -- DCR 0.65 0.42 0.64 0.84 0.98 0.77 0.11 0.40 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 Design at Gusset Interface: Weld Development Check (J4-4) -- Web Yielding (J10-3 & Steel Tips 12/98) -- Web Crippling (J10-5a/b)-- DCR 0.23 0-00 0.00 Column Design at Gusset Interface: Punching Shear/Shear Rupture of Wall (J4-4) -- Wall Yielding in Shear (J4 -3) -- Wall Yielding in Flexure (K1-9) -- DCR 075 0.75 1.00 Brace Forces -- Tension -- Compression -- 339 kips 176 kips Design Loads for Shear Tab Design -- When Brace is in Tension: Vertical -- 0.0 kips Horizontal -- 67.2 kips When Brace is in Compression: Vertical -- 0.0 kips Horizontal -- 35.0 kips Whitmore Section Geometry -- Lw-- 18.89 in Li-- 14.87 in Design Loads for Web Stiffeners -- Beam -- 0 kips Ok \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Brace.rltOlBlpMtfoundation.xls 1/17/2011 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLU Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 (roof) Date: 1/17/2011 INPUT: Column Information: 1 Beam Information: ksi 50 40 . 30 20 10 0 - Size -- Fy-- Fu-- b=d -- t -- Pu -- HS56X6X3/8 Size -- Fy-- W16X26 H 1 I 1 I I 1 1 I I 1 1 I ' • , � , // •' / / / • // / / / ./ / // /'// / .' / •/ / � �, / / , e^ / / i/ / / // ///• / / / •' / '/. / ,., 46;ksi "58 6.00 0.35 ksi in in 50 Fu-- d--15.70 tw -- bf --5.50 tf -_ 65 0.25 0.35 ksi in in in in 50 r kips Brace Information: v Gusset Information: Size -- Fy -- HSS5X5X5/16 Fy -- 50 ' ksi ksi in "46 ksi Fu -- 5 Fu -- 58 ksi t 015 Ry- 1`/ aedge Ski( Plate"aa CWurriritcle' Rt -- K -- d -- t Area - 1+ 3 0:90 5.00 _in 0.291 5.26 in in Edge Stlff Play nn Beam Side ❑Add Beim Wets Stiffener Connection Geometry: ft Fillet Weld Lengths in Config -- x dim. -- y dim. -- Bm Slope -- X - Shape v 20.67 27.85 0.25 Brace -- ,14 ", Beam -- in ft in/ft Column ,. '(5, "".in / -.- ,--- Ideal Col- 14,93 In Shear Tab Design Loads (Beam Reaction): j ShearTab Ketfed -- Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) 10,0 kips kips 0 10 20 30 40 50 10•.0" 50.0 kips OUTPUT: Weld Design: -- -- -- Size Brace Forces -- Brace Weld (J2-3) Beam Weld (J2-4) Column Weld (J2-4) 5 16ths 8 16ths 8 16ths Tension -- 339 kips Compression -- 179 kips Design Loads for Shear Tab Design -- Gusset Plate Design: (J4-5) -- Whitmore Section (E3-1) -- Section (D2-1) -- Checks (J2-2) -- (Steel Tips 5/04) - Beam Side -- Column Side -- Combined Stresses (Steel Tips 12/98) Beam Interface -- Column Interface -- DCR When Brace is in Tension: Block Shear Rupture Compression on Tension on Whitmore Weld Development Free Edge Buckling Yielding Under 0.54 0.30 0.51 0.54 0.64 0.60 0.12 0.05 Vertical -- 133.2 kips Horizontal -- 52.6 kips When Brace is in Compression: Vertical -- 70.3 kips Horizontal -- 27.8 kips Whitmore Section Geometry -- Lw-- 19.59 in Li-- 11.76 in Design Loads for Web Stiffeners -- Beam -- 0 kips Brace Design: Weld (J4-4) -- Weld (J4-3) -- -- Reinforce Brace (Design Separately) DCR ..............._17OI( - ""'" Shear Rupture at Shear Yielding at Net Section Fracture 0.66 0.64 Beam Design at Gusset Interface: (J4-4) -- Tips 12/98) -- DCR Weld Development Check Web Yielding (J10-3 & Steel Web Crippling (J10-5a/b)-- 0.47 0.60 0.79 Column Design at Gusset Interface: of Wall (J4-4) -- -- DCR Punching Shear/Shear Rupture Wall Yielding in Shear (J4-3)-- Wall Yielding in Flexure (K1-9) 0.52 0.53 0 94 Shear Tab Design: Yielding of Plate-- Shear (J4-3)-- Flexure (K1-9) -- Rupture of Wall (J4-4) -- DCR Combined Shear/Tension Weld Fracture -- Wall Yielding in Wall Yielding in Punching Shear/Shear 1.00 0.78 0.37 0.56 0.40 \\server5\structural\_2010\P1 OJEC-024\ENG\Lateral\Building A\Bracekfrattatt 1at3rd xis 1/17/2011 Af\c)rio co COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1' 3rdtTIP '•_'-60se ,3rt. is ' s- sa. e _.• .inkt�►rfcn. , " rr • —T i I i ! I i ' i!- -iI— i— i t • i -717 � . ' I Ii • I ' I ; ; ' i ' 1 I ' . I. Ill ; : r, 1- I -,--i IT i 161-. ; 7 ! i 1,-.iti I LfI I '; r -z L C I i i a 66 14 —44- I I C G1 I --...._• . 1 1... ; ; 1_1_ _j I I. -F I T- j-1 I I I L I I 'roject . Jf jrirl, ( Iran ect No. c / Client . Designed By: _ Date: p 1 itt 1 I k Sheet of Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F:206/343-5691 /D5 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING O U l ect: raced f/�A-?aim ay ,t/,c% A'vCh ► zG Go,v Gri.erE "PpvCe A- 3F Go uf1 ni WELT) T4= X7-3 r t:Pancos-t) (Pp O,% Ay{ (60XIiL151 36.3 4 cos -C6.3 A✓f,e1.t 3 �� /7? LOA i)/ It CZ) eleruilon Project No. Client: Designed By: E Date: Checked By: Sheet (f (L(j of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /oov Braced Frame Shear Anchorage Design Project: Interurban Office 4110)Size Engineer: ETL HSS 5x5x5/16 V Brace Angle 52 degrees (from base plate) Number of Keys 2 Grout Pad Thickness 1.5 inches Spacing Between Keys 14 inches Width of Base Plate 16 inches Base Plate Thickness 1.5 inches Shear Key Steel Gr. 50 ksi Concrete Strength 3 ksi Reinf. Steel Area 0.7 int (between shear keys) Date: 1/14/2011 Results 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 Base Plate Thickness Check Note: Seismic Factor of .75 need not be applied to braced frame anchorage per Seismic Provisions for Structural Steel Buildings, 8.5 Colui /01 LRFD BASEPLATE DESIGN Column Marks: Interurban Office BF base plate BRZ .gyral\ 2010\P10JEC-0; 1/14/2011 12:02 Page 1 1/14/2011 12:02 PM i)2 Pu: 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 TS6X6fff W?x?,TS?X?,P? 6 in 6 in 1 in 50 ksi FILL /N ALL PINK (see help) x A1> Controlling A1= 5.43 in"2 69.93 inA2 36.00 inA2 69.93 inA2 delta: Suggested N- 0.45 in 8.81 in USE N= 16> in 4. yYi ki�a P�gY�$j�D e.rrY.. �ypn d�t �y 13(N,r+".5. Suggested B: 8.00 USE B= 16 in so A f = 256 inA2 {e.,^tm�.. €DPc fp: CPP 3.06 ksi 0.84 ksi 783.36 EY , , v m: n: 5.15 in 5.15 in X: X.: n': fin': 0.273 0.56 1.50 in 0.85 in afi t t - f c 1 i kr o e '1 7 $¢ Y Controlling c: tp, w/ Plate B: w/ Plate N (D): 5.15 in 0.993 in 16.00 in 16.00 in Page 1 1/14/2011 12:02 PM i)2 Table 3.1. Anchor Rod (Rod Only) Available Strength, kips Rod Diameter, in. Rod Area, A„ 1n2 LRFD $R°, • = 0.75 ASD R„/ f2,11= 2.00 Grade 36, kips Grade 55, kips Grade 105, kips Grade 36, kips Grade 55, kips Grade 105, kips 5 0.307 10.0 12.9 21.6 6.7 8.6 14.4 3/4 0.442 14.4 18.6 31.1 9.6 12.4 20.7 MI 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 11/2 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 21A 3.98 130 168 280 86.5 112 186 21h 4.91 160 207 345 107 138 230 29/4 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 31 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 W4 = Abg = 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 W4 = 1.0 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 F,,= 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. S3 Y 23J Appendix D of ACI 318-02 provides a pullout strength for a hooked anchor of 4yr4(0.9fc ehd,), which is based on an anchor with diameter d, bearing against the hook extension of ek; 4) is taken as 0.70. The hook extension is limited to a maximum of 4.54; 11r4 =1 if the anchor is located where the concrete is cracked at service load, and W4 = 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 /0 9 A Table 3.2. Anchor Rod Concrete Pullout Strength, kips Rod Diameter, in. Rod Area, A„ in2 Bearing Area, ins Concrete Pullout Strength, ON„ Grade 36, kips Grade 55, kips Grade 105, kips % 0.307 0.689 11.6 15.4 19.3 3/4 0.442 0.906 15.2 20.3 25.4 Th 0.601 1.22 20.5 27.3 34.1 1 0.785 1.50 25.2 33.6 42.0 13% 0.994 1.81 30.4 40.5 50.7 11/1 1.23 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 DA 3.98 6.69 112 150 187 2% 4.91 8.17 137 183 229 2% 5.94 9.80 165 220 274 3 7.07 11.4 191 254 318 314 8.30 13.3 223 297 372 3'/z 9.62 15.3 257 343 429 3% 11.0 17.5 294 393 491 4 12.6 19.9 334 445 557 /�•� 1.5 h /''.I1 • G/ A 3h,, View A -A 3h,r f =Tensile stress in concrete along surface of stress cone. .. o.•o.. o....❖.s . ... ........................... ....................... ....................... ........................ ........................ ....................... ....................... .................•..... ....................... ........... ........... • ....................... ....................... . ....................... ....................... ❖.❖.•..o ..❖❖.❖.❖.❖.❖.'.•. ..................•.... Figure 3.2.1. Full breakout cone in tension per ACI 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 $ Ncbg = $W3 24 Ic hells AN ANo and $ Ncbg = (01616g he 513 'AN where $ = 0.70 for he <11 in. for he > 11 in. V3 = 1.25 considering the concrete to be uncracked at service loads, otherwise =1.0 he = depth of embedment, in. AN = . concrete breakout cone area for group AN. = DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN / 21 concrete breakout cone area for single anchor /1a 41) COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Masonry Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • 414soAlgr bLT DP Pl4k la1414.. et 14/1/4) (o07') R v t to < <Jc F Tele t C.-4- L C-I�e- he 5OaP sp, stb Df ET SEE ooP CPA esepreeT z W z g z Project No. 10004"- CFCC1 Client: Designed By: Date: 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 MA5o/QY OOP TX$( N = j�v►t�/N� tf, 4 o, E .4--v2E4 36-2, imp ,4gE � . G�JE2 c../4 Lc. Mk(4'/)= 24.5 kip 27-.5/6.17 v.' x—&/ M,Gt (d' /6 Z2, 39- k- -/- 3�9 3i► i' 9S" 13� 369 31/ 10 ail-t.t. MA a (Ll = 027 22.3 N•6 q t' 1 13-.6/4.64='. I� Project No. ISN 6S/Sf awe ,,ijo-y�{{CP ep Designed By: ; V Date: t‘ ku4 1.10 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /12 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING \\NULi( \06 h t VPi Project No. Client: Designed By: ' Date: 1.' Jii /10 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /13 Project: Wall I.D.: Pm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp Sps IE Dead Load Live Load Snow Load Eccentricity f1 f2 Za, 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 I) = 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 8.4 psf 29.2 psf 29.2 psf 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Paf= 1.2D+(f1L+f2S) P„ f = 0.27 k/ft, does not incl. wall wt. of this level P„ = 1.63 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) AS max/ft = 0.412 in`/ft A, actual/ft = 0.155 in`/ft OK 5) CMU wall moment capacity Mu = w„*h2/8+Puf(e/2)+(Pu)*5 = 3.04 k-ftlft (See 'Iterations' Worksheet) Phi'Mn = 3.69 k-ft/ft OK Date: 11/29/2010 Engr: ETL 27 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5,6or7) 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 = 2.34 in 8allowable = sanowable = 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.2012m 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 2,00 ¶ 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 ft f2 Interurban Building F, typcial 8" wall 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) = 1.2D + OIL + 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)*6 = 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 (8,1624,32,40 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 max = sallowabie = knowable = 0.18 in 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05f m (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 Zoog IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Wall I.D.: Typical 10" wall at window areas Building B,C,D,E 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 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 10.4 psf 65.0 psf 65.0 psf 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Put= 1.2D+(f1L+f2S) Puf = 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)* = 6.33 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 7.53 k-ft/ft OK Date: 11/29/2010 Engr: ETL 27 ft - assumes pinned -pinned 10 in (6,8,10 or 12) 5 (4,5, 6 or 7) 16 in (8,16,24,32,40 or48) 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 8max = 2.19 in knowable = sallowable = 2.27 in OK 0.007h (ACI 530-05 3.3.5.5) 4) Axial Loading @ Midheight Pu/Ag < 0.05f m (0.20f m if H/t < 30) Pu/Ag = 16.9 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 33.7 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 Z71 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Date: 11/29/2010 Wall I.D.: Building F, 8" wall at windows Engr: ETL 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 + (f1L + f2S) Pu< = 1.2D + (f1L + f2S) Put = 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 A5 actual/ft = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*5 = 2.83 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 3.68 k-ft/ft OK 8.4 psf 52.0 psf 52.0 psf 20 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5,6or7) 16 in (8,16,24,32,40 or 48) 0 (0 = Cntr; 1 = 2" cir 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 = Sallowable = sanowable = 1.71 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 0.05fm = 75 psi 0.20fm = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 I!/7 11711) X30,1.0, r/S 8, G Di F MAUNA,/ S•lErtrt 4.1.41).05 z W W z J 0 a z u u u t0 O U ct: Designed By: Date: 1, 1.7/Li / ! 6 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING LoA/' d.J*L S W►4w ob.i.//erAlE fl- S"kirk4 ri4dme f(441 Ok iv /ocher) a,J vslA+f give !Z EiA1c 4: (7) tfS .% Woe_ /4-••, Z . F, of .J(5 T- . S) on.) CEO . 7- c.c. (p AA E.t.a) )oI Foo fi2v4 0/44/ 4r. ?-1k4/ A inov so 77-ifC wad, GUN71/ioc GoA/4 W/ ..L.. fl10 T)A/f �1 ?E r,».4i) S Ear/M c aVV471,1gAilAjc • 1Qi14 cjItetky %..i4U -11(00 -= 10 o11 (,)o('‘) t 11 (11/4°) = 39°a LII, ).9L 01 14- '22 a. 4 /Ne (ll., 54. b vlok = ZS CI-A5e.`Iea.. a =141)1 VIAa \e.s� c d'n,ry \ S ye -16 -kih is A►nc5 "•-• 1" o r d e ✓" di,Vc,..= 2VtA. r asS v V1 Vo" 1.01'6,e C---e04---T altS LZ"') 500 0 6.1 &) c = lZ S\1 X011 Ai< iz '7>k e 11u,°I 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 F'err7A)4 12-6. a Fo'42Z-, Lo A/ 4 . TrZArVS4 1zt� argreaSsirMinbareziaa TVI = Sa. et,y 6944 lt- 1r1 d. = ra, S " z7 C') -#S /.93,o '_-- Asysiih - yoo Oft c /F tr 2.e f ,oev es ott Vis).ateS 411 W W 0 z ce F 0 z J 0 u u 0 ct: 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 119 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. LD/art J, Cl �, wetdrie AM. 0418 $ Pirdtte 1 ww<< M41 2-1•5&16) -1- I.30.s .s' i13 7 �m .$- It..,sas k- �h Designed By: Date: if 17}4 �1 G Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /20 CoughlinPorterLundee n 413 Pine Street, S.tite 300 Seattle, 1NA 98101 P: 276/D43 0460 F: 20E/34SF 691 project Interurban by ETL sheet no. location Building B,C,D,E interior date 12/9/2010 client job no. asonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input Pm. fy. = HW = LW= Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = 1.5 ksi 60 ksi 29.5 ft 240 in 8 in (6,8,10 or 12) 1 (yes=1, no=0) 1 (1=Concrete, 2=Clay) 28 ft 0.87 D Stack Bond? 0 (yes=1, no=0) Loading Input Lateral Forces (kips) Seismic or Wind ?I 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 41 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 Vert. rebar size (#) ....spacing ....no. bars/spacing 5 24 in (8,16,24,32,40 or48) 2(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 2 uuu 800 Dead Snow f2 600 fi 400 0 200 15 000 0.2 600 0.5 600 @ 20 400 0 200 o edi- % , 0 0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 $M„ (k -ft) Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live fi Seismic 0 kips @ 15 19.4 0.2 5.6 0.5 0 @ 20 0 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 DI -4 = 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: ) 111/ Boundary Element Check (ACI 3.3.6.6): Vu = 4Vn = CVs = 47.3 kips 72.4 kips 72.4 kips ft ft ft ft OK V corresponding to 1.25*Mn = OK OK P min and Spacing Requirements Pvert+ Phorz (min)OK Smax (van) OK OKPvert (min) OK Smax (Holz) OK OK Phorz (min) OK Min vert=1/2 horiz OK Not Required X21 Project: Interurban Building A: West Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a Coefficient of Soil Friction, µ Lateral Bearing Resistance, p Overburden 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 2500 psf 0.40 250 pcf 110 pcf 28.00 ft 5.00 ft 30 in 1.00 ft 140.0 ft2 653 ft3 Pee, 53 k Poverburden 15 k Po 64.6, k PL; 19.4 k Prete, 152 Mu, 16525 k -in V,,; 47.3 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 1.1 ksf 6.5 ft 2.69 ksf 1/3 increase = 3333 psf L Components Allowable Po + Pi. = 0.9 PD= M, = ti 151.9 k 119.3 k 984 k -ft III=III D B B/e= 4.3 ok qmin' = partial uplift ksf Pressure Distribution, a = 22.6 ft 0.9 Pd +/- 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: ka` ;` �' 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 = 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 I2% 411):.) SHEAR WALL FOOTING DESIGN SHEAR WALL ID: Budding B,C,D,E interior masonry footing reinforcement f.: 3000 (psi) ly: 60 (ksi) Fooling Depth: 30 (in) Clear Cover 3 (in) One Way Shear Strength: 4: 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) 0.0 (k/ft) (OR) Cantelever Length (from face of supt): 48' (tn) o„.„; 3` (ksf) 7.5 (k/ft) Moment Strength of Footing Cantelever. Long Direction 0.9 Pi: 0.85 Mu: . _ 403.2 (k -in) p: 0.0009 (Required by moment) pyo: 0.0018 (ACI 7.12.2.1) Include top relnf for a..,o YES (YES or NO) p,pd: 0.0009 p,,,,, (for O=0.9) 0.0135 OK zMax Spacing: p BAR #: a • AREA: O s„..: Footing Demand: EQ 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) 3, (ksf) M.: 403.2 (kin/ft) 18 (ACI 10.5.4) 3 4 5 6 7 8 9 0.11 0.2 0.31 0.44 0.6 0.79 1 4.6 8.4 13.1 18.5 25.3 33.3 42.1 Bar # : 8 Spacing: , 12 (in) As: 0.79 (int) Ci) a: 1.55 (in) co • cid: 0.069 OK: 1097.4 (k-in/ft) Mu: 403.2 (k-in/ft) OCR: 0.37 OK tISM,lC t 1.62,p11- 7 CG) C 7 Moment Strength of Footing Cantelever. Short Direction 10 1.27 53.5 11 1.56 65.7 4: 0.9 p,: 0.85 Mu: 157.5 (k -in) P: 0.0003 (Required by moment) 0.0018 (ACI 7.12.2.1) Include top reinf for n.. o YES (YES or NO) 0.0009 p,,,v (for 4=0.9) 0.0135 OK zMax Spacing: O BAR #: a AREA: Footing Demand: Cantelever off end of wall 50 FACTOR TO ULTIMATE from ALLOWABLE: 1.4 M (SAFE STRIP): 0 (k -in) Strip Width: 60 (in) M.: 0.0 (k-in/ft) (OR) Cantelever Length (from face of supt): 30 (in) 3 (ksf) M.: 157.5 (k-infft) 18 (ACI 10.5.4) 3 4 5 6 7 8 9 10 11 0.11 0.2 0.31 0.44 0.6 0.79 1 1.27 1.56 4.6 8.4 13.0 18.4 25.2 33.1 41.9 53.2 65.4 Bar # : 5 Spacing: 12 (in) As: 0.31 (in) fii a: 0.61 (in) to • cid: 0.027 OK: 438.5 (k-in/ft) Mu: 157.5 (k-infft) DCR: 0.36 OK t 123 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1� V 1LA-7 ► J F ctrIrcp4cia. 0.61e - Ppm = 23 k Psi _ \:ZNc V _ /4, SC yviv be -_ Project No. Client: 22. z- lc. ytJ t 16-1n Designed By: Date: / VI/4? Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 P: 206/343-0460 • F: 206/343-5691 CoughlinPorterLundee n 413 Ptne Street, Suite 300 Seattle, WA 98101 P: 206/343-0460 project Interurban by ETL sheet no. location Building F grid D date 12/9/2010 client F: 276/343-5S I1 job no. asonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input pm= fy HW = Lw= Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input 1.5 ksi 60 ksi 21.5 ft 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 40 Gravity Line Loads Wall Weight = 1806 plf Dead Load, WDL = 64 plf Live Load, WLL = 0 plf Snow Load, wsL = 100 plf Pi = P2 = P3 = P4 = P5 = fl = 0.5 f2 = 0.2 Vert. rebar size (#) ....spacing ....no. bars/spacing 5 32 in (8,16,24,32,40 or 48) 1 (1 or 2) Horiz. rebar size (#) 5 (4,5, or 6) ....spacing 48 in (8,16,24,32,40 or48) ....no. bars/spacing 2 (1 or 2) Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in 1200 1000 800 400 200 0 0 0 500.0 1000.0 1500.0 $M„ (k -ft) 2000.0 Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live ft 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: liltBoundary Element Check (ACI 3.3.6.6): Not Required Vu = 19.5 kips ¢Vn = 42.95 kips OK 4 Vs = 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 Smax (vert) OK Pvert (min) OK Smax (Harz) OK Phorz (min) OK Min vert=1/2 horiz OK /25 Project: Building F grid D footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500', psf Coefficient of Soil Friction, p. 0.40, Lateral Bearing Resistance, p 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B ; 16.001ft Width of Footing, W; SI) ft Allowable Thickness of Footing, t 3 in Depth below grade, D 100 ft 1/3 increase = 3333 psf Components Area, A Section Modulus, S Footing Loads Gravity Seismic Psetr Poverburden P Ptotal 80 0 f12 213 83 30 k 9k 23t k k 63 k -in Vu 47.3.k Bearing Stress (allowable) Pd + P1 q' = Footing size: Pd + PI + EQ e=M/P= qmax' _ Footing size: 0.8 ksf 4.6 ft 2.46 ksf L ti PD+PL= 0.9 PD = Ms = 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 +1- 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 sizes', Pressure Distribution, a = 8.4 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. 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 )1 1240 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Miscellaneous COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ‘1,4120/ 4/4 44//N 40 ts.os Project No. c4 c- 4/4Lt S. '4T - e v $4 " = Jlps , e s, Cfcp = -l• aci= -61•It9 7747/44- —Age,A- c2 • o0/4/C. 4- = / OSS ® s ? 4c,, a •b Cc Cod p. 19VP I P= aaps- f� ST t 'A' O vP 1—t.," 7 d f `� 1 . ydtd btG 01 Cc 4 1' Z z I-6 fs k /g A Designed By: �� Date: /.i_z_-// c Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 127 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING COUGHLINPO CAI 5. ect: Project No. nileArweibeth �hLe Designed By: ,E7 Client: Checked By: Date: q/lo Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /28 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING RLUNDEE In 2004. COUGNLINPOR w4 A!J J� 5,3 Sb lo As /3, /3' NA) "' =- Vg w► k6w /7 2,1 kip 3. f7Yk�� 1 Project No. Client: Designed By: Date: ) 110 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 121 Forte - software 0 SOLUTIONS REPORT Level, Floor: Joist Current Solution: 1 piece(s) 16" TJI® 360 @ 16" OC Overall Length: 24' 7" 24' All Dimensions are Horizontal; Drawing is Conceptual Design, Resul Ilo >d. esul til Member Reaction (lbs) 1186@21/2" 1202 Passed (99%) 1.00 Shear (lbs) 1168 @ 3 1/2" 2190 Passed (53%) 1.00 Moment (Ft -lbs) 7106@12'31/2" 8405 Passed (85%) 1.00 Live Load Defl. (in) 0.593 @ 12' 3 1/2" 0.806 Passed (L/489) Total Load Defl. (in) 0.865 @ 12' 3 1/2" 1.208 Passed (U335) TJ -Pro Rating 38 35 Passed PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 5" i6" TJI® 210 TJI® 230 TJI® 360 TJI® 560 1 1 1 1 16" 16" 16" 33 35 38 x x 1.09 16" 45 * The purpose of this eport 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 Eric Lentz Coughlin Porter Lundeen (206) 343-0460 ericl(g)cplrnc corn 1.58 1/17/2011 11:32:32 AM iLevel ; Forte `" v1.3, Design Engine- VJ4 13 0 2 Page 1 of COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ►msr c45L Our or PLimh 44P -4 z-- OW p :;i'W rAr Wow-Sr cAsc HE:Wen a Jr L/1 so -7 7* .;' aG �F 0 a.A 7 - F/-- = ,?7,P k -n Tete Id ez.) 7.12- t_ ► .. (1) 1,00 r I SO M. — 2.o. 3 Ie —01 Vol ;. I (2) C'O5/37.—sv icJ 117-A is ina4 Mo 1°PiC- Vk = v.63 IL beIt TVO 3 q iYi; •Mn _ q. Sit -Pk a K (V •3.I k--, vs... = 0,1 e. 114147:: ii-elPteo r:"9/fh'' ect: IriefimikenQ / �e- 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 /31 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: E' Date: I /Z/Z-f!I! Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /32 Copyright 2004, COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /N IL✓(UM Rail 74NeL. Tp Po✓NOAiiV"v fOA,WEenDN/ yr 1C4 L PoVND thpAJ ( Jki 1 5 4L P 721, : (Ji/)(rn')(1) t . ? k /U)4 P -J r/ 414X v°"' . (G/,o. k)( 4") — /• o.Z. k Wit fk 5wi2 4', 0.7s O �s� (4//2- P6.) 3 g k Ogm,;(6'.51 Et,,d,)(tp)= �, (3)(C.6) 36.)c/(5)(e) 6If-e'k 'ct: In 461,1/4 p1 r Ge.- Designed By: em Date: Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /33 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /N T Lc/K-4 / % 447,9 comm./ . •ct: c Project No. PaaAW-9-»®il co.✓r✓, . 3/- //.3 d c? W. V-2-" X " -I V12 I t. Pill FDA/ GoAJAI ae• (lc p, — (78./ Ca- S.) z: 4) t °)«X re.) d) (9 ' rc wdt-/Q: 41spz =L.ia')(63-3s' epkvi. . /Q° k f e.."c.'i?6• I/1900 Fr7C.-e Client: Designed By: Date: Checked By: Sheet /mss P( of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 !34— COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 411/ /rn iz yr l 0,nl P4 NEL. P4NE4- L4aA/7)iA/S P 91 ro P ZZ 404/: ,u✓irr,. i4,4.P. ; A Lt, = 0 o -p L -o.4' „ 604/4! C.4P.ge. / re' (69(/' i)</do, sF) (.690 9( ) )e y '310,11 .1134% lo, 3 /-ZK /ZGav�I�l P c1 ,.1 / zoo H>^ 44= trI)(p•fa)6300/2x") •EMi3E19: T) -(s6.` v%"- C At &_ r . Z 7 J 2 0 Oct: UAt/ Project No. Client: Designed By: Checked By: Date: 1 t VS/b( Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /35 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4110)lhlr�'ur�arn 6? z 0 z aC O z S V 0 u 0 ct: ear 7-W/ cam 1fr-9n/% ; 0 0' 71P cA eil. Th9) (SO) C. -g ) t.bK t ,ate L A- 1-6 xL o =l c> -t- \ -6t4 tel.= \c'. • L. 2''- ' t.J ws1 1 k = 0,0? SP Vol.. = Zor C- Loi = /O'//�!� 7,1(= I•3i --- 1/4 = o. S °*-Cir-01 v741 fe 7-0 sF- X155 & )ii? x 7/16 jfo,S,n`•t 1)4 L SorAtt = 170*L Uo) Cao) -- Ck-D)(1.0) = - I oo r (� M�.x• Doo 4 -Ft Project No. Client: Designed By: Date: Checked By: Sheet 7'11111 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1349 4110) A ke W 6111 CPy Ve" l HO 0 "xi) 0 `�k 7 iG o� "7- 1-01 ti lo .=..,) 11-1 W W z 3 1- 0 z J x 0 0 Y 0 ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING qfr El I �—. 3/g /�. z5v5;:o< "'elf' 4b® /> ,7t / ec, 5, le a vele °S 6Wsi 0.9 (vi : t ())) Vv..= 1.62 r --,,N \/ tA3 R d iv tb 00P-7- 71 a. I�tU�1 /tib SiAttoiP N<<- = t S • `(b �--ft 2v17S- HSS `tc/ lc� ✓u v �7�t ti o -f-7 Designed By: ea.- Date: 3 / 1 li of Project No. Client: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /37 30 25 20 15 10 5. io) Anchoring to Concrete: Shear (ACI 318-08 Appendix D) General Anchor Type Connection Designed For Seismic Loading Cracked or Uncracked Concrete Condition A or B Built Up Grout Pad Supplementary Edge Reinforcing Load eccentricity, eV = Vv.= Steel Welded Headed Stud No Cracked No (0.6.1.3) Edge Reinforcing of 84 or greater Sin 1.04 kips Int = Stud Diameter, 4. = Embedment 5.. Number o1 Anchors, n = Concrete 85 ksi 3/4 in 8 in 4 r0= 4000 psi Member Thickness, h = 8 In Front edge distance. C., = 8 in Side edge distance, C., = 100 In Group spacing parallel to loaded edge, S, = 6 In Group spacing parallel to side edge, 8, = 8 in Steel Shear Strength: 10.6.1) = AS. n•0.6•A.2F. or n•A„•(,o = Vo = (0.75)'4N.. 0.85 (ductile stad element assumed) 0.442 b,"2 114.88 kips (D-1920) kips 74.881 Concrete Breakout Strength Towards Loaded Edge - Back Row: (0.82) 4= 0.70 )D.4.4) = eccentricity factor,'P.v = edge distance factor, cracked concrete factor, 'V.v = member thickness factor, 'Pnv = Anchor bearing length, I. _ (8 or 7)•(Vdo) 0.Ysgrlld0Yc)•c1"1.5 = V. = AJAv"1'.,v'Prv"I'.v')'nvV. = Vac (0.75)'9 V,../(Omega Fedor). Controlling 4•V.+r = 648 in"2 (0.23) 338 ion 0.86 (0.26) 1.00 (0.2728) 1.2 (D6.2.7) 1.5 (0.29) 6.0 in (13.8.2.2) 27.61 kips (0.2425) 22.09 Ides (0-22) 15.46 kips 15.48 kips kips 15.481 Concrete Breakout Strength Towards Side Edge - Front Row: (D.6.2) 4' 0.70 (0.4.4) = q,. = 45000 in"2 (0.23) A,. = 1296 in"2 eccentricity fader, 'P..v= 0.88 (628) edge distance factor, Y',. v = 1.00 (D.6.2.1c) cracked concrete factor, 'Pav = 1.2 (06.2.7) member thickness factor. P,, = 4.3 (0.29) Anchor bearing length, 6 = 6.0 in 113.6.2.2) (8 or 7)11/do)O.2.0Qrt(d0Yc)b141.5 = V. = 564.15 kips (0.2425) YA,dA,m9'..v'i'r.v^P.v"PnvV. = V,.. = 154.138 kips (0.22) )0.75)'4 V... = 138.42 kips (0.75)•YV,../(Omega Factor) = 138.42 kips Controlling VV.. =1 138.421 ki ps Anchor Pryout Strength: (0.6.3) 4= Ny= �.•Ncro = Vrvr = (0.75r4• /.. = (0.75).4.V./(Omega Factor). Controlling 4'V., _ 0.70 (0.4.4) 2.0 31.23 kips (0.5) 62.46 kips (D-30) 43.72 kips 43.72 kips kips 43.721 Shear Capacity Front Row (50% load) 4,'V.= NA kips 0.5'Vw/ 4•V„= NA 0tt"i. Tension Capacity 4•N.= N,=/4•N„= Interaction Check 21.861kips 0.05 DCR =( 0.07 0 • • 0 20 40 60 Loaded Edge 80 100 120 Concrete Breakout Strength Towards Loaded Edge - Front Row: (D.8.2) 4= 0.70 (0.4.4) 4.5•C.,"2 = A,m = 162 Ire2 (0.23) A== 1921n"2 eccentricity factor, 4',.v = edge distance tactor, Y'.tv = cracked concrete factor, 'P., = member thickness factor, Anchor bearing length, L 7•01do)40.2esyt(do0c)•c1"1.5 = V. (0.75)•0Vms (175)•4•V../(Omega Factor). Controlling 4N..r = Shear Capacity Back Row or Parallel (100% load 4•V„ _ ye / 4•V.. 0.75 1.00 1.2 1.1 6.0 N 8.54 kips 9.68 kips 6.76 kips 6.76 kips kips 15.18 kips 6.781 0.07 (0.26) (0.2728) (D6.27) (0.29) (0.6.2.2) (0.2425) (0.22) Controlling Shear OCR V„./ 4•V, Mao =( 0.071 /38 • • • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /AIms2vg6AN OP- Ter• N.nt0/4/ 5ASE Shkrtn-S * re 'ctn�e_ catc-ulc.-fig• '-es 32- 3L$ an/ wet3kfi rr3 i•/. ;A• 45L* ty8 *1b _ /4/31p 6s ca asp+ V.-;• o -al? 3st7 V= 35o Kips , 3*e- t - SGC►• w-gdt33 7oc-i-/sQbg�� V = o• � � C�'� �,� � /VG k_ W= 46 (2) • 4”.6 kits V = 2V 7( 97e9 Z ►Z wccz RLUNDEE 0 a z x u 0 u Project No. Client: Designed By: cr.. Date: 5124111 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 `J\ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 0 z z x u 0 0 u moo' our' TSG 47 maR4AJMJ if.I;yV. LoAP 7724U- 0/W47E`4 S E/SAl / c 444 4A//ti r Y I IJtJr 41s Gtt.,41? 2-- 'V= to. 6 v- )=14% \hi/0N •=, \a, tti dfiTSY\& z? 13t'. G.c�C> 6 — P Hca -z- Sc"a-wkac.I .p 2.31 two-c.6-�1 +I) v p 'D - 3 ct: , N'Mviv"1-b A- iI 0 Ir-.> 1 Project No. Client: Designed By: Date: 5! -?-`'t1 1% 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 $VuD /4/4' 4 CPN Ft Co AM c n o N 1.v# Oo Project No. -r79c- ._.1L 2.5 b.4 --v --1, —v, gyp. —8- 7 Z?' c tia E74 sr 1 / - Pi's -2QE TIc,= 23 V-ktS �. _ �3 11_ 11.s lops t 1.1 lee /3 .P4AJ c 3z' 4/ 0 / 2 cr VI -es <> rt/c ' 6b k,pS Designed By: Date: 7z/i Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. l f7%Ybi(L Of -h&c, Client: Designed By: � Date: qZ$i/l 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 41) W tilz 0 z 15 0 g P4 otic.. cc.,J NES r c./43 S 9453 - 9 LI ,tts S3 y 1?I s34 y M4x ir-647ic _Logi) VIA= \b V" -Ps Mo SII fAt c 4040 4Ss d4i Ui /lld SEISMIC 4940 (4/l4v,,714) NO fs.rtat.- z0 / S 3. /ot/S3•2- i /3is3.7 ?KIf-►Ps _22122 3 • L✓ «4,0 4cry at670 pa= = 3.? VI's PE9 • a enctIn Cere sutc'�'C, ,os,:kcS c¢. r,t_ e• ( S/+ , Ce7tr 47 VA •orb F-3 Az= 0-et36)C4/100) 11.64l PS w zp vvl > VK \/ 1,5 = ,Ps \. -Q #02, .t, St. C4)Cs-'1 =-7 deVe(tap s Ls.c pals acvelof ed v°" = 'A�� s 0.95(0-e)( 6o) = 39.6ti 5� 5 'bc iffrlirWheakt P( 3/0 $ " I4. ! 0.41.$4)04 v 7 1 .SSy Designed By: cry„ Date: i /z Jii Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Sc COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W W z 2 z d I u 0 0 u 0 U ect: P.M vt - Cow" C®A #'tjP //icy)rr)(OI$ // . zsis)( 6) qr.& /.+ 67-c vr/ ', vqI( w /S/ vat's OF 'T we+u_ 7 ' =7 �Vi4 0.9 ) a•tiy l`o1 -71.3Pe S s *Da CC A1- FOO 11kick .9'6 O `00 -7/)(4p) z es,90/6)(9)C7c/ Dcvc(o f G bey IR" -tG.�► . 3�n Designed By: aDate: Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Sc, COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING VU- ea' 4v. j' 14i n A/ 1/ eoNti,\O - a0.14. = 40 v,1(3i40t?.1(76) = 85 etP �y y 3/a(7 -)04J -= 71/.5 k- k(p c! ysy _ 13.5 a>r>itwri useta I 14 {uv 3/ Eiv Ede Id -?( 3/e) 60(301 0•?(&)011) (Go) Project No. Client: Designed By: 67,Date: /2S// / Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 c z J 2004. COUGHLINPOR COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING w41L SA ME s �l� 2.5L kik) •c ‘3• LA < 2V" < 6+ tl as c ..) < 33 51 /a." Rw ®" GciliIVM N %pwiLS SCE p q3 or oz ,c -s . 'Ft , ??-, 133, 'PG L" a C4 -To N 70 I.► VC- VA3(,0 A5140 D•ot A© Zml- ®„ OK. %N et. 12 1 It,1 I Z,S 2l►L Soo S° It P2‘ H v. 2"S • Ze le I Z big 1.S2),,,1- ok. to a._ - 3 2, -.lc 3.b is I sz.ste. 16, 38 v.. o•ctb ote. O cc, PS I y•3k -fit laic r tz- H3t- L1V4-t* dtt,-- ®aG -FC0 /5.3k_ 2- 7 6t-- . 3t. Zoo Do l'd4? 0 Dr-- e -- �� 21.6-3•I / •6a•K• / — CZ -II -C.-s� 5 r6i •7-S" t 1,1-natt.011.6A_N Project No. Designed By: 01, Date: 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 411E LOA tA4 5 wiq CO tA,N1 S Va pae -AnteBA = S\ Ye = Mrr3 fi AlprK tot =�f=(,0vs; ivIA,. QK = 1%•S, Ve L 10.3 S = 3•3S" AJ(o.") z ®- 2a. tK 1 \k= o -'-z)(&)(, .4 4 2-S 0.3 ✓ 3 - o CO( 's'tt) wc.d Zoo a Mfr lct`k\G-Ft �) A,31- Yip ,A -r 9 a Designed By: brL- Date: qg5(61 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 cl • • WpaN TECHNICHL 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 Walls 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 less 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 load 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 was applied 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.org © 2007 APA — The Engineered Wood Association Sl0 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 Tess 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 ci 1 ik 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 (Ibf) 120 100 — 80 — 60 40 — 20 — ■ • • ■ • • ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 0 0 0 0 0 0 0 0 —0 -15/32 -inch side — o— 23/32 -inch side --1-1/8-inch side – – – 6D cutoff 0 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 S2 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 thi(i, )ss Min. fastener penetration for specific gravity = 0.42 to 0.5a 0.148 (10d b common) -- - 48/24 40/20 32/16 24/16 24/0 48 oc 32 oc 24 oc 16 oc, 20 oc - -- - 1.125 0.875 0.719 0.594 0.469 0.437 0.375 1.2 1.2 1.1 1.1 1.0 1.0 1.0 0.131 (8d (8) c mmonb - -- 48/24 40/20 32/16 24/16 24/0 48 oc 32 oc 24 oc 16 oc, 20 oc -- -- -- 1.125 0.875 0.719 0.594 0.469 0.437 0.375 1.1 1.1 1.0 1.0 1.0 1.0 1.0 taFour 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 st`3 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.: D11-242' Tenant: INTERURBAN OFFICE BUILDING C Building Address: 14570 INTERURBAN AV S Parcel No.: 3365901630 Property Owner: SANFT LOUIE 6120 52ND AVE S, SEATTLE, WA 98118 Type of Construction: V -B Design Occupant Load: 46 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 1 OFFIC 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, ktirc,,i,,fit Rachelle Ripley i Permit Technician File: Permit No. D11-061, D11-242, D11-243, & D11-244 W:\Permit Center\Extension 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 52nd 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. Request for Extension # I I Current Expiration Date: Extension Request: Approved for %� days Denied (provide explanation) t Signature/Initials JA- Sincerely, Sanft B Properties. s CY)!\/i of 1' 2/2/2016 • • City of Tukwila Department of Community Development LOUIE SANFT 6120 52 AVENUE S SEATTLE, WA 98118 RE: Permit No. D11-242 INTERURBAN OFFICE BUILDING C 14570 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, ¼W2/ YZT41RaccP e Y Permit Technician File No: DI1-242 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 630o Southcenter BLVD, Suite 100 I Tukwila, WA 98188 T: 206/431-3675 I F: 206/431-3665 Jerry.Hight@TukwilaWA.gov 1 http://www.TukwilaWA.gov The City of opportunity, the community of choice. 1 0 • 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 0 City of Tukwila Department of Community Development TOM JORDAN 1411 FOURTH AVE #1306 SEATTLE, WA 98101 RE: Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AVE S Dear TOM JORDAN: Jim Haggerton, Mayor Jack Pace, Director Permit application D11-242 for the work proposed at INTERURBAN OFFICE BUILDING C (14570 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, OV4Vd Jennif r Marshall \,Perms Technician File `N : DI 1-242 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r 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, V\AA Mars all echn. ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:\Permit Center\Extension Letters'Applications\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 <Iouie.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@aatt.net Tunzu DEC 232013 ��,��G9 C�C�'•�i� o—tED0 T C 730/ ?o1`F A --/L )-TS 4.107 ,...)10-/LT\e-9 ') -r Ti W i % L. e P w , LA_ 14.E-vtf .TO i3; tfo, 1 �c-L (21 z7 JAS • • 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 #D 11-060 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 i azmpayg C,u7@5'S 1 IAC 2 3 2013- 11-01-2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace. Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE, WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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, Bill Rambo Permit Technician File: Permit File No. D11-242 6300 Southcenter Boulevard, Suite # 100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 September 30, 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 #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, File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:\Permit Center\Extension Letters\Applications\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 52" 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, K' ` Louie Sanft A & B Properties. ckee -48 vz6/?0,(3 09-03-2013 • City of Tukwila • Jim Ilaggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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. DI 1-242 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 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 120 days, through October 1, 2013, as requested. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, rshall nician File: Permit No. DI1-060, DI 1-061, DI 1-242, D11-243, & DI 1-244 W:IPermit CenterlExtension LetterslApplications120111D11-060 Application Extension #8.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 perties • • A&B Pro 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 4D11-060 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. a 004 ..//z/rpt4ei%/4 cliahat-&6)4sew4-4. dAy0( ait,p42 d14 • Sincerely, 5/3p/Zo/3 Louie Sanft A & B Properties. (r tot \ 0 t 05-01-2013 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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, er Marshall t Technician File: Permit File No. D11-242 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r 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, 3' (Je fer Marshall Pe t Technician File: Permit No. D11-060, DI 1-061, 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 OVZ�2o/3 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 CITY TUUKKWIL A ' FEB X1..3 24f1 PERMIT CENTER 63104 io 02-01-2013 • at of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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, -.L;(1) Bill Rambo Permit Technician File: Permit File No. D11-242 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila Jim Haggerton, Mayor 20 Department of Community Development Jack Pace, Director L90. November 21, 2012 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, I\A449it eti Ma shall t ician File: Permit No. DI1-060, DI 1-061, DI 1-242, DI 1-243, & DI 1-244 W:Permit CenterlExtension LetterslApplicationsl20111D11-060 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 # 011-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 November 20, 2012 CITY OFit/mu�• NOV 20201? 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 load 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 l!/Zp/2a/z l FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 bc,p p_Ify2,11, enc;- a-1102211$ 11-01-2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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. Bill Rambo Permit Technician File: Permit File No. D11-242 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, D11-242, 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, 4/40 fer ars all it Te ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & 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 # D11-061 Building C - Permit # 011-242 Building D - Permit # D11-243 Building E - Permit # D11-244 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 ai? 0/000 6`P 611.4 aNr allt. mli FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 08-01-2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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. Sincerely, MAAcjittit File: Permit File No. DI 1-242 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(a,tukwilawa.gov. kor Brenda Holt Permit Coordinator xc: Tom Jordan, Fuller Sears Architects Jaimie Reavis, Assistant Planner Bob Benedicto, Building Offiical 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 • L10-063 (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 r 03-01-2012 • City of Tukwila 1 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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 04/16/2012. 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, .1);(iP Bill Rambo Permit Technician File: Permit File No. D11-242 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 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 CITY OF ltvALA FEB 2y2012 PERMIT CENTER 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. Wti—(,igol 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 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 1 r City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 9, 2012 Tom Jordan Fuller Sears Architects 1411 Fourth Av, Suite 1306 Seattle, WA 98101 RE: Correction Letter #2 Development Permit Application Number D11-242 Interurban Office Building C —14570 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 Fire and Planning Departments. At this time the Building and Public Works Departments have no comments. Fire Department: Al Metzler at 206-971-8718 if you have any questions regarding the attached comments. Planning Department: 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. Sincerely, fer M hall it Tech ician File No. D11-242 W:\Permit Center\Correction Letters\2011\D11-242 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • • Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: January 23, 2011 Project Name: Interurban Office Building C Address: 14440 Interurban AV S Permit #: D11-242 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. A listed exterior indicating valve must be installed on the fire line. If a wall indicating valve (WIV) is used, it must be installed close to a corner of the building. If a yard post indicating valve (PIV) is used, it must be installed at least 40 ft. from the building in an accessible and protected area. 2. The plans show a 4 inch fire supply line to the building. Because of future potential hazardous type storage and Tukwila City Ordinance requirement of an additional 750 gpm at the base of riser, it is recommended that the fire line be up-sized to 6 inch. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971-8718. No further comments at this time. DATE: APPLICANT: RE: ADDRESS: • • PLANNING DIVISION COMMENTS February 9, 2012 Tom Jordan, Fuller Sears Architects D11-242, Interurban Office Building C 14570 Interurban Ave S (parcels 3365901605, 3365901630) Please review the following comments listedbelow 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 (DAHP) 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 DAHP 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. 2) Items listed below are for your information and do not require revisions to be submitted at this time and could be addressed as conditions of approval. i. The Hemlock Green color of the vertical corrugated metal (key is M-2) has not been keyed on building elevations (plan sheet A4.1). The colors of the corrugated metal sections shall not be changed unless a request is made to the Community Development Director. Redlines can be made, and a condition of approval added to the final set of plans, to indicate that colors shall be as approved in the Design Review. Please see attached redlined sheet A4.1. ii. The sections of vertical corrugated metal located on pilasters in the middle of the west and east elevations have been changed to horizontal corrugated metal. The paint color of the metal pilasters has been keyed incorrectly as M-3 instead of M-2 (Hemlock Green). A condition of approval can be added to the final building permit approval to say the colors shall remain the same as those approved during Design Review. The horizontal corrugated metal provides a similar visual effect as the vertical corrugated metal, so the change from vertical corrugated metal to horizontal corrugated metal can be approved. Note that the design of this project was approved by the Board of Architectural through a Design Review application. The project planner shall be notified of any proposed changes from the originally - approved design. Cumulative changes are being tracked. Any changes to the approved design may constitute a minor modification or a major modification. A major modification requires review and approval by the Board of Architectural Review. 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. FULLER 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 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 CORRECTION LTR#_ 1 11 "")-14 RECEIVED FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 JAN 112012 PERMIT CENTER • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 14, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions Application Numbers D11-242, D11-243, and D11-244 Interurban Office Buildings C, D, & E Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-242, D11-243, and D11-24. 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 April 16, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, PVIA,‘Sla shall ician File: Permit No. Dl 1-242, D11-243, and DI 1-244 W:\Permit Center\Extension Letters \Applications\2011\D11-244 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 C Permit # D11-242 We received a letter from the Tukwila Building Department informing us that this project's permit application will expire on 1-17-2012. This is to formally request an extension to the permit application. The project is in the process of resolving a few remaining issues. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects g 40 ge di/ ri4W /2/0 oft RECEIVED DEC 0 9 2011 PERMIT CENTER FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 � sy City of Tukwila l 9O8 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 12-01-2011 TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-242 INTERURBAN OFFICE BUILDING C 14570 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, 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 01/17/2012. 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. Bill Rambo Permit Technician File: Permit File No. D11-242 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 #1 Development Permit Application Number D11-242 Interurban Office Building C —14570 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 and Planning Departments. At this time the Public Works Department has no comments. Buildinj Department: Dave Larson at 206 431-3678 if you have any questions regarding the attached comments. Fire Department: Al Metzler at 206-971-8718 if you have any questions regarding the attached comments. Planning Department: 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. Sincerely, Bill Rambo Permit Technician encl File No. DI 1-061 W:\Permit Center\Correction Letters\2011 \D11-242 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: October 7, 2011 Project Name: Interurban Office Building C Permit #: D11-242 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. This will be the same as requested for Building A and B. 2. This project can be reviewed as a shell only permit without specifically showing each occupancy. A separate building permit would be required for each tenant. We will not require additional tenant permits if each room or space is specifically labeled for its use. Please label all rooms or spaces with use and occupant load or add a note to cover page stating that this project is for a shell permit only and individual tenant improvement permits will be obtained for occupancy purposes. 3. One emergency light fixture is needed above each exterior landing at exterior man doors. 4. There is a note on the cover page A0.1 note #17 that states emergency lighting is required when occupant load exceeds 100. This was old code. New code Section 1006.3 applies now. Basically, emergency lighting is required whenever two exits are required. Please correct this note. 5. Note number 23 needs to be changed. The bottom of barrier free parking signage needs to be 60 inches above the pavement. 6. Please provide a WSEC Exterior Lighting Budget Form. Note: One will be needed for each building. This Item was left out of the review letters for buildings A and B. 7. Please provide a WSEC Interior Lighting Budget Form or note in your response to this letter that all interior lighting will be done under the individual tenant permits. This is applicable to each building as well Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. 1 • Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: August 4, 2011 Project Name: Interurban Office Building C Address: 14570 Interurban AV S Permit #: D11-242 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. A listed exterior indicating valve must be installed on the fire line. If a wall indicating valve (WIV) is used, it must be installed close to a corner of the building. If a yard post indicating valve (PTV) is used, it must be installed at least 40 ft. from the building in an accessible and protected area. 2. The plans show a 4 inch fire supply line to the building. Because of future potential hazardous type storage and Tukwila City Ordinance requirement of an additional 750 gpm at the base of riser, it is recommended that the fire line be up-sized to 6 inch. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971-8718. No further comments at this time. DATE: PROJECT: PERMIT NUMBERS: PLANNER: PLANNING DIVISION CORRECTIONS October 12, 2011 Interurban Office Buildings C D11-242 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. July 27, 2011 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 4`h Av, Suite 1306 Seattle, WA 98101 RE: Incomplete Letter #1 Development Permit Application D11-242 Interurban Office Building C —14440 Interurban Av S Dear Mr. Jordan, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 21, 2011 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Building Department: Dave Larson at 206 431-3678 if you have any questions regarding the following comment. 1) Please provide two (2) sets of Structural Calculations for this building. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or. by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431-3670. Sincerely, c Bill Rambo Permit Technician Enclosures File: D11-242 W:\Permit Center\Incomplete Letters\2011\D11-242 Incomplete Ltr #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Reid iddleton June 4, 2015 File No: 262011.005/00520a 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 C (D11-242) — 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 SIRUCTURAL 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\p lanreview\tukwila\ 11 \t005 r20a. doc\adf RECEIVED cm, n,eT,f,'kI 4 JUN 0 5 2015 P RMII EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com • • January 28, 2015 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D11-242 - Revision 2 Interurban Office Bldg C —14570 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 4, 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: Dl 1-242 - Rev 2 W:\Permit Center\Structural Review\DI 1-242 Structural Review (Revision 2).doc Reid iddleton February 27, 2015 File No. 262011.005/00520 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKW A IA 0 2M5 PERMIT CENTER Subject: Building Permit Plan Review — First Submittal Interurban Office, Building C (D11-242) — 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 J2.2 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. 262011.005/00520 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\t005r20.doc\adf Reid iddleton Reid iddleton November 4, 2011 File No. 262011.005/00502 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 C (D 11-242) Dear Mr. Benedicto: C$VIL ENGINEERING STRUCTURAL ENGIN EERINI PLANNING. „SURVEYING, RECEIVED CITY OF TUKVIMA F.,/ 07 2 t 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. The "red -lined" revisions noted below were made to the drawings with the concurrence of the [architect and] structural engineer. The other sets of drawings should be reconciled in preparation for permit issuance. 1. Sheet xxx [specify location and type of revision]. 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 the slab -on -grade floors. 5. Verification of soil -bearing capacity at the building footings. 6. Installation of foundation and retaining wall subsurface drainage system. 7. Placement of foundation and retaining wall backfill. 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 3, 2011 File No. 262011.005/00502 Page 2 Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: continuous. 2. Reinforcement at concrete construction, 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, S5.5, S5.6, and S6.1): continuous. 6. Installation of headed stud, threaded stud, and deformed bar anchors in concrete and masonry (e.g., Sheets S3.2, 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), where applicable: 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 (e.g., Schedule 10/S5.2): 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 should be conducted. The following is a summary: 1. Testing of concrete, including precast (tilt -up) reinforced concrete walls for specified compressive strength, fc', air content, and slump. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 3, 2011 File No. 262011.005/00502 Page 3 Reports, certificates and other documents related to special inspections and tests should be submitted by the contractor to the city of Tukwila prior to the work being performed (e.g., installation). The following is a summary: 1. Submittal of reports of material properties from the manufacturers to verify weldability of concrete reinforcement to be welded that complies with a standard other than ASTM A706 -05a (e.g., Sheet S3.4). 2. Submittal of certificates of compliance from the manufacturers for the open -web steel joists and girders at the completion of manufacture. Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, geotechnical report, and correspondence from the geotechnical engineer and structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. FPP'- Philip Brazil, P.E., S.E. Senior Engineer Enclosures 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) o:\doc\26\planrevw\tukwila\11\t005r2.doc\prb Reid iddleton A Consulting Structural and Civil Engtnaertng Corporation In COUGHLINPORTERLUNDEEN October 14, 2011 O� - 7 2211 Tom Jordan Fuller Sears Architects 1411 4th Ave #1306 Seattle, WA 98101 RE: Building Permit Plan Review - First Submittal Interurban Office, Building C (D11-242) • Dear Tom: i 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 September 8, 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. See added details 18/S5.6 and 7/S5.6. 5. See revised general structural note 2/S1.1. 6. See revised note 46 on S1.3. 7. See S2.1 for revised legend. 8. See revised note 1 on S3.8. Lateral 9. See added details 18/S5.6 and 7/S5.6. 10. See revised S2.1. 11. See revised detail 15/S5.1. Weld revised to single side fillet. 12. The call -outs in S3.2 are correct. The void mark was removed from 13/S3.4. 13. Verified (see additional calculation pages S8 -S9). 14. See revised detail 5/S3.4. Detail 8/S3.1 is atypical detail required for typical trim reinforcing when the pier condition does not occur so no revision is required. 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 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343.0460 • F. 206/343-5691 GEOTECH CONSULTANTS, INC. A & B Properties 6120 - 52nd Avenue South Seattle, Washington 98118 Attention: Louie Sanft 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 Subject: Response to Geotechnical Correction Item 2 Proposed Interurban Office, Building C (D11-242) 14400 Interurban Avenue South Tukwila, Washington Dear Mr. Sanft: October 17, 2011 JN 10208 via email This letter is intended to reply to item 2 of the Geotechnical corrections listed on the September 8, 2011 letter from Reid Middleton. We previously addressed this same correction for Building A in a July 19, 2011 letter. From our discussions with Tom Jordan of Fuller Sears, we understand that items 1 and 3 of the Geotechnical corrections have already been addressed through modifications to the plans and notes. Expansive soils are not present below this site. As noted on the test pit logs, the silt found in the explorations had a low plasticity, indicating that Its clay content was minimal. In our September 1, 2010 Geotechnical Engineering Study, we addressed the stability of the river bank and the potential for seismic liquefaction. Measures to mitigate potential risks associated with these issues were presented in the General, Seismic Considerations, and Conventional Foundations sections of our report. Please contact us If you have any questions regarding this letter. Respectfully submitted, GEOTECH CONSULTANTS, INC. cc: Fuller Sears Architects — Tom. Jordan via email Marc R. McGinnis, P.E. ri Principal GEOTECH CONSULTANTS, INC. Reid iddleton September 8, 2011 File No. 262011.005/00501 Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Interurban Office, Building C (D 11-242) Dear Mr. Benedicto: CIVIL ENGINEERING -STRUCTURAL-STRU.CTURA, ENG(NEERINI PLANNING SURVEYING',' sE 0 9 20111 coMMurr;� 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 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. b. c. d. e. f. g. Site excavation and grading. Preload and surcharge program at building area. Monitoring of settlement of preload fill and surcharge fill. Placement of structural fill and soil compaction at the slab -on -grade floors. Verification of soil -bearing capacity at the building footings. Installation of foundation and retaining wall subsurface drainage system. Placement of foundation and retaining wall backfill. 2. The geotechnical investigation should include a determination of whether expansive soil is present. It should also include evaluations of whether slope instability, liquefaction, or surface displacement due to faulting or lateral 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. 728 134th Street SW Suite 200 Everett, WA 98204 Phone: 425 741-3800 Fax: 425 741-3900 4300 B Street Suite 302 Anchorage, AK 99503 Phone: 907 562-3439 Fax 907 561 5319 Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00501 Page 2 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 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. 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, S5.5, S5.6, and S6.1): Continuous, see also Sections 1704.4 and 1707.1. f Installation of headed stud, threaded stud, and deformed bar anchors in concrete and masonry (e.g., Sheets S3.2, 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. Reid iddleton Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00501 Page 3 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. 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 (e.g., Schedule 10/S5.2): 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, f ', 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. A note should be added to Sheet S5.5 specifying that, within protected zones, attachments are not permitted, and discontinuities shall be repaired in accordance with Section 7.4 of AISC 341-05. See IBC Section 2205.2.2 and Section 7.4 of AISC 341-05. See also the lateral comments below. Reid iddleton Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00501 Page 4 5. A reference to light -frame cold -formed steel shear walls with wood structural panels should be added to Section 2 of the general structural notes, Sheet S1.1. See IBC Section 1603.1.5 and Table 12.2-1 of ASCE 7-05. 6. In Section 46 of the structural notes, Sheet S1.3, Redbuilt wood I -joists are specified, but the mezzanine framing plans, Sheet S2.1, use identifiers for Weyerhaeuser wood I -joists (e.g., TJI). The drawings should be revised to enable review. 7. 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 floors at the foundation and mezzanine framing plans, Sheet S2.1. The legend should be revised. 8. At Panel Note #1, Sheet S3.8, a reference to Detail 18/S3.1 is made, but Detail 8/S3.1 is apparently intended. The note should be revised. Foundation No comments. Vertical No comments. Lateral 9. Detail 10/S5.5 for the steel special concentrically braced frames should be revised by specifying the locations and dimensions of the protected zones. See IBC Section 2205.2.2 and Sections 5.1(7) and 13.6 of AISC 341-05. 10. On page S2 of the supplemental calculations for the mezzanines, a blocked diaphragm along Grids 2 and B is determined, and Mark SW -3 is determined for the cold -formed steel stud shear walls at Grid 2. The mezzanine framing plans, however (Sheet S2.1), do not specify blocked diaphragms, and Mark SW -1 is specified at the shear walls. Sheet S2.1 should be revised. 11. The fillet welds specified at Detail 15/S5.1 for the roof diaphragm chord splices are not clear and do not appear to be constructible. Double fillet welds are specified at two locations, but only single fillet welds appear to be possible given the geometry of the detail. A narrative describing the method of construction should be submitted for review. Reid iddleton Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00501 Page 5 12. Detail 19/S3.2 references Detail 13/S3.4 for the embedded angle, but Detail 13/S3.4 is identified as void and not to be used for the project. It appears a reference to Detail 14/S3.4 is intended. Detail 19/S3.2 should be revised. Note that Detail 19/S3.2 is referenced at the panel connection schedule, Sheet S3.8. 13. Based on our review, the wall segments between the doorways at Panels P-1, P-5, P-7 and P-11, and between the smaller doorway and the end of the wall at Panels P-1 and P-11, qualify as wall piers. Please verify. See IBC Sections 1901.2 and 1908.1.1 and Section 2.2 of ACI 318-08. 14. 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), and Detail 8/S3.1 does not specify an extension beyond the clear heights. The details 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, Reid Middleton, Inc. J / Philip BrYil, 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 \t005r 1. doc\prb Reid iddleton • City of Tukwila 1 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 23, 2011 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D11-242 Interurban Office Bldg C — 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: D11-242 W:\Permit Center\Structural Review \D11-242 Structural Review.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 COOS C PY • PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-242 DATE: 01/21/15 PROJECT NAME: INTERURBAN OFFICE BUILDING C SITE ADDRESS: 14570 INTERURBAN AVE S Revision # before Permit Issued X Revision # 2 after Permit Issued Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division Public Works Fire Prevention ❑ Vi 4-P 5 -- Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 01/27/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 02/24/15 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: 12/18/2013 "'PERMIT ®®RCOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-242 DATE: 04/17/2014 PROJECT NAME: INTERUBAN OFFICE BLDG C SITE ADDRESS: 14570 INTERURBAN AVE S Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: 01A-kitq AVA Building Division Fire Prevention Ping Division ( frc Public Works Structural n Permit Coordinator ri PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) DATE: 04/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions DUE DATE: 05/20/14 Corrections Required n Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 • HERMIT COORD COSY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-242 DATE: 02/29/12 PROJECT NAME: INTERURBAN OFFICE BUILDING C SITE ADDRESS: 14570 INTERURBAN AV S _ Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Public Works MIAC D 'l','Iz Fire Prevention IIII Structural Dt1,(Cli Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03/06/12 Complete Incomplete I I Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route isp Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/03/12 Approved n Approved with Conditionsr:-Kr. Not Approved (attach comments) I I Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • Jif:r;ilfti PLAN RE • ING SLIP ACTIVITY NUMBER: D11-242 DATE: 01-11-12 PROJECT NAME: INTERURBAN OFFICE BUILDING C SITE ADDRESS: 14570 INTERURBAN AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: B IldiDi ng vision Public Works ❑ iievo,r1 3-�� 6644-A rife Preention Planning Division sr Structural n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 01-12-12 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 n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 2/ Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 02-09-12 Permit Center Use Only ,,,� j CORRECTION LETTER MAILED: U` -1M1 Iti Departments issued corrections: Bldg 0 Fire)4 Ping PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 lirilii,s,,T eill PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: 011-242 DATE: 08-15-11 PROJECT NAME: INTERURBAN OFFICE BUILDING C SITE ADDRESS: 1LWP INTERURBAN AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPA TMEN S; uildin Division afv‘ t9 Pti clfl/"or s FV Cw rvv' tAwti y� (/J.Idul ire Prevention P nning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ DUE DATE: 08-16-11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route[YI Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-13-11 Approved n Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 11 CORRECTION LETTER MAILED: 10(a_ Departments issued corrections: Bldg Fire Ping PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-242 DATE: 07-21-11 PROJECT NAME: INTERURBAN OFFICE BUILDING C SITE ADDRESS: 14440 INTERURBAN AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPA TME TS `1 Building iv‘islon Public Works In Firc\fV\ a641 e e Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07-26-11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 1r01:7` t ( LETTER OF COMPLETENESS Mt4Il„ED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: n DUE DATE: 08-23-11 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 PROJECT NAME: +e+^w,I wt PERMIT NO: 1 SITE ADDRESS: 1`-IS70 ►-tfevsv rloew- � }Q, 5 ORIGINAL ISSUE DATE: ( - 3—[� REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 4-1-7-111 c 0 - I _ Summary of Revision: .e i .P U �.p (•e`�2.y�n,Plzay� 1-e* Summary of Revision: S Jbky, ,--t, Se Received by: ,k-iik5 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS _ Summary of Revision: Summary of Revision: S Jbky, ,--t, Se S'i i. - S u v►i i +boy& — ` o 0. CO(-rTP Vit • Cnv.crcA' vAbj Received by: rib' A. • 4-6, e:67 (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 nrintl • �qs City of Tukwila ti Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Date: REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # E- Revision # 2.. after Permit is Issued O Revision requested by a City Building Inspector or P1ans.Examiner //dL/_,.c a/eti Plan Check/Permit Number: Project Name: Project Address: e,� Contact Person: `-ra/?-t /-?"4-&C �' Phone Number: 2 a6 / - 7 3 /6 YP Summary of Revision: e S� 4.1 - ,A4 (s —J dzs 4s) RECEIVE) CITY OF TUKWILA JAN 21 2015 PERMIT CENT ti Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0— Entered in TRAKiT on t—)-(`'( 5' 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. 4.)1-1 )) Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # _� aar Permit is Issued Revision requested by a City Building Inspector or Plans Examiner 0rry ^_' c ► vrAti APR 172014 ''EHlwircEgER Project Name: M- 7A. V b04 t C/i b:).e 1 ) Ge t(Ap, C Project Address: 1451Y7) 5"1Y7) Contact Person: Lne eft -fv Phone Number: 00(.—‘3W — q 2-li Summary of Revision: Str CtlAv a - ct CoW0( o1Ve 06_ d.obtit- [c i ✓t 2 Vv Q 2 v�1 ne (Ahr-ql ker- X9)29 -✓e_3. Ins � su-la�-ca? red,u-c& . , .3 e Gi9eme_..(eyt&( hcica---e61) — Q1 pir6jeci- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on OL-kh\1 • • City of Tukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: zet`v Plan ChecWPermit Number: D11-242 ❑ 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 C Project Address: 14570 Interurban Av S Contact Person: CITY OF ti FEB 2 9 2012 PERMIT CENTER LA 7 wt Jevv1-4-^ Phone Number: Zb to 4 $ Z, 4, / '70 Summary of Revision: £e.G YY�,er f� � ✓ Sheet Number(s): 4 /. n /Mt . l / ,� 4 . Zl ,4-4. / "Cloud" or highlight all areas of revision including date of revision' Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 0212-' 11/— E)-v- \applications\forms-applications on Iine\revision submittal Created: 8-13-2004 Revised: • 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: //i // Z Plan Check/Permit Number: D11-242 ❑ 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 C Project Address: 14570 Interurban Av S Contact Person: 75,44 J614/4" Phone Number: _ �D to 6 g Z Co / 7 C7 Summary of Revision: ) ee- j/e.r1 »n � j l�- ,— C1Ty 01 <:oo;WL IJAN11.20121 R Sheet Number(s): ,4 0. / / ,4- /. 0 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on k ( 1, - `,-- \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date://1`I Plan Check/Permit Number: D 11-242 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Office Building C Project Address: 14440 Interurban Av S Contact Person: /OW cit01,Zjet.o. Phone Number: !v 6 s- Z a, < ZD Summary of Revision: *elan" n /7 ‘,7724 C-724/ 4-1 fvrt✓-u tr -rowl RECEIVED 5 2011 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev on Received at the City of Tukwila Permit Center by: r:1--Entered--Entered in Permits Plus on 9IS- (.11 \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: 14570 INTERURBAN AVE S Applicant: INTERURBAN OFFICE BUILDING C Permit Number: D11-242 Issue Date: 10/3/2014 Permit Expires On: 4/1/2015 DESCRIPTION OF WORK: SUBTYPE: NWSE STATUS: APPROVEDDESCRIPTION: CONSTRUCTION OF A SHELL WAREHOUSE AND OFFICE BUILDING PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, 1" DOMESTIC WATER METER W/RPPA & HOT BOX, TWO SANITARY SIDE SEWERS, AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. D11-060. TRANSPORTATION IMPACT FEE BASED ON 12,505 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: 11140127 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Pian 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 CONSTRUCTIO NC 0 Washington State Department of Labor & Industries • Page 1 of z 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 3408 1ST 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 kit „e•//ePrnrp lni VVa anv/verifv/fetail acnx7TJRT=6004791738'.T.TC=_TRARRCT022JZ&S AW= 10/03/2014 is a reduced print. 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 ramps to 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 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 # SEPAREQUIRED RATE PERMIT :: R echanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION 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 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 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 PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By: r J Date: l 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. HORIZ 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 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 R REG REQ'D REV RD RFG RM RGH RD 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 RADIUS REGISTER REQUIRED REVISION ROOF DRAIN ROOFING ROOM ROUGH 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 WELDED WIRE MESH WC WATER CLOSET WH WATER HEATER WF WIDE FLANGE W/ WITH W/O WITHOUT VICINITY MAP N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 J City o T kwila BUILDIN (VISION PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ Building Identifier: C Applicable Code: SBC 2009 Edition Site Area: 3.3 ACRES Zoning: C/LI Occupancy Groups (Future tenants): B, S-1 Mixed Use Class Non Separated Uses Type VB SRINKLERED Height 32 ft +1- (highest point) Number of Stories Two Wind Exposure / Seismic Zone see structural Proposed Building UsesiExits Required Construction: Area Occ, Load Factor Occ. Load Exits required Exits Provided Tenant 1 - warehouse 4,432 500 9 1 2 Tenant 1 - main floor office 939 130 7 1 2 Tenant 1 - mezzanine office 942 130 7 1 1 Tenant 2 - warehouse 4,311 500 9 1 2 Tenant 2 - main floor office 939 130 7 1 2 Tenant 2 - mezzanine office* 942 130 7 1 1 Mech / Elec 115 300 0 1 1 Building Total * 10,736 *mezzanines not included in building total area HEIGHT LIMITATIONS -TYPE VB (Per table 503) Base Height Total Height OR AREA LIMITATIONS - TYPE VE (Per table 503) Base Area (S-1 Occupancy) Area Increases due to sprinkler (300%) Area Increases due to frontage Total Area per floor * PROJECT TEAM Owner:'A & B Properties:___. 6102 52ND AVE S .._____...Seattle, WA - 98118..____.__............_.._ Architect: Civil Engineer:, andscape Architect: 'Barghausen Engineers 18215 72nd Ave S I Kent, WA 98032 -_ ..._.._.. 425 251 6222 contact: Art Seidel aseidel@barghausen. com icontact: Louie Sanft Louie sanft@att.net M___.. _._ _..m.. Fuller/Sears Architects 11411 Fourth Avenuem, Suite 1306 i Seattle, WA 98101 `contact: Tom Jordan ectrical Engineer: :TBD ,TJordan@fullersears.com ;Coughlin Porter Lundeen 1413 i'ihe St. #300 206 343 0460 contact: Sean Robertson m W u SeanRcplinc.com _,.,... . Mechanical Engineer: TBD Structural Engineer -Coughlin Porter Lundeen 413 Pine St. #300 'Seattle, WA 98101 206 343 0460 ;contact: Tim Grant .TimG@cplinc.com SHEET INDEX ;Soils Report: IGeotech Consultants Inc. 113256 NE 20th St 416 Bellevue, WA 98005 1425 747 5618 contact: Mark McGinnis L,.. !COVER A0.1 =COVER SHEET, CODE DATA _S1.1 ;VICINITY PLAN, SHEET INDEX S1.2 S1.3 :CIVIL (SEE BUILDING A DRAWINGS) :ARCHITECTURAL A1.0 SITE PLAN A1.1 A2.1 A2.2 A2.3 A4.0 A4.1 A4.2......... A5.1.._ {WALL SECTIONS A5.2 !WALL SECTIONS A9.0 1CANOPY PLANS, MISC. DETAILS A9 1 `MISC. DETAILS FLOOR PLAN WALL TYPES, DOOR SCHEDULE ROOF PLAN, ROOF DETAILS '. __. BUILDING SECTIONS, RESTROOM PLAN EXTERIOR ELEVATIONS FINISH SCHEDULE, WINDOW SCHEDULE Allowable 40' Proposed 32' STRUCTURAL GENERAL NOTES GENERAL NOTES GENERAL NOTES S2.1...... FOUNDATION PLAN 52.2 ROOF FRAMING PLAN ��_...._�...._..._._�__....�..___.�..._._..__.._._ S3.1 TYPICAL CONCRETE DETAILS 53.3._ S3.4 S38.._. S4.1 S5.1�.:... 55.2 S5.3 CONCRETE DETAILS CONCRETE DETAILS PANEL DETAILS • BUILDING C PRECAST CONC. PANEL ELEVATIONS; TYPICAL MASONRY DETAILS TYPICAL METAL DECK -DE ��A...ETAIL. - S TYPICAL STEEL DETAILS STEEL DETAILS 85,4 STEEL DETAILS S5.5 BRACED FRAME DETAILS S5.6 BRACED FRAMEDETAILS S5.7 CANOPY PLAI... NS AND DETAILS S6.1 SHEAR WALL SCHEDULE AND DETAILS S6.2 STAIR PLANS & DETAILS S7.1 TYPICAL NON LOADING METAL STUD DETAILS Allowable 9,000 sf 9,000 sf x 3 = 27,500 SF 6,750 SF 42,750 sf / story Proposed 10,736 SF *Allowable floor area has been calculated to accommodate an F-1 occupancy = 39,875 sf 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 --FIB. it taw' approval is subject to errors and omission. of construction documents does not authorize atlon it any. adopted code or ordinance. Receipt and comiltion is a edged: Type VB 0 0 0 LANDSCAPE (SEE BUILDING A DRAWINGS) MECHANICAL DESIGN BUILD 0 (Table 602) 0 0 0 ENERGY CODE INSULATION VALUES vY COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: INSULATION VALUES: ROOF: WALLS: VERTICAL GLASS & STOREFRONT DOORS: SKYLIGHTS: EXT. H.M. MAN -DOORS: EXT. CARGO 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 ® 24" 0.C. W/R-21 BATT METAL SIDED WALLS: 6" METAL STUDS © 24" O.C. W/R-21 BATT PERIMETER CONC. SLAB: WILDING DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 (BOTH VALUES FOR GLASS AND FRAME COMBINED) FRAME: ALUMINUM W/ THERMAL BREAK * U=.60, SHGC=.35 * 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 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. PLUMBING DESIGN BUILD ELECTRICAL DESIGN BUILD 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: 6/3/ (4 lobd7v, MONO E`JISION No4 THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY . RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT $1 D11-242 PERMIT SUBMITTAL co Cl) W I- CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIO 04/07/2014 .16 I 0 a coo = CC Ien Mbid os co E se vs mod CO CD Cal Dam Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Torn Jordan Sheet Title: CODE DATA PROJECT INFO ® 2010 FULLER•SEARS 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, includingsafety, 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 ramps to 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 travel distance, as required by fire marshall. 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 r level' 1 V V 7, Exit lighting shall be provided when two exits are required. IBC section 1006.3. A A it is a reduced print. 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 WINS 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 # C� NAME J SCALE PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By: If . � � Amti Date: 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 orweatherstripped to limit air leakage. PPP9 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 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 bythe client or clients consultants. The architect accepts no P 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 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 ID33659016051 3365901630, 3365901570 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 H TR 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 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 LO.CATI ON 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 v 3 ,; k`• ...:. ._...5' ,•,�l � Y S.. (':.`x s:.• A '' .:�' ... } S1Tr f m.x-:\>`. -..� +.0 � ;...,.. �' _.tea.... • :x�..r g ='aL.. € xn t ,a; sa�,.Y i 1tY' ! I I f:. p is r t'•}..< ,. �i \�.:. hF}{ 1 ..» S- ~ ,raF .-re dtJ C1 aJl e9 s u +,,; �}` t ....1• $` .^jy kM , $ lYt �; 14 �x i1 `�rv!( 1F , t`91Y •-I 3x.,,,..:. r rt ,1.., t xr;__I S'' ti Y .st g € 4\ y r y _.�''... itY6a7S 473 -.^ s€[_ „ ;_ .._;..:, .'� "n ?r l�a� ., r - ,i__ J �` x; ter n. r is �. : a .. 4'] ( Y i 91 = r, :... ..: !x F::••S^t 1 2 - nr9r a 9 1: ;.i S St. ....0 l y } � ( +L h �'; •;fi 4 1 +pi r€�` 7' R a _. € t E 1 ." - „� •... �.,r•-i... z`t't;. .��.. 2�:SY•. fin, ..... .. - s.• 3 1i ,rAS M`I av 94'n" -� , t r."+t xfs .4 t € 'i'> f x '`. Y 54 S IX � 14 �3. MA .., .�ik.�.�r<.e. 9 # 3 X ••,xl'Yr ,��' ArS, �`�� pp V t Il[ 9 x S` � tfD rfrJru, � •F, f 3:w li H . Y- zY % ✓ .."�z I b V € ky 9 x=�° �St 77 u+ ��^^': I ;i, K1 y t 1 U�a .' iy:� .�+^ MAt.t �r*se. 1 : 0I‘l9 5`€ta ww r sYi;ri r -9. Y is Tenant 1 - warehouse bi 2 500 3A'At:R •f $!•x'0 .t- i Y 'n ]'.tY -..__ _.:. ro `,,.a.»tj.. fi Intu er 's.� r $4 a x.8 r s 7-7 1 , aa.2b ,, ._::.y, i Ily�x: uz a Imo":& I xS..Y•� tzrr r, r{fit I Y a :.C. �i`J I Sr tv ..[iu9,s vr..:_:r 77 S I . - •' i hE€Uvi ,Y f Y St s 9 --. ,.-_ ...-.F .,O ;. 1 ,jYt r9 A7 4,311 •r+'L11 ! j € itW i „ 1•'y" )Y i'ru VICINITY MAP C1JN.T.S. SITE SEPARATE P6:.RJiT REQUIRED FOR: Mechanical Electrical umbing Gas Piping City of Tukwila ,BUILDING DIVISION PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ ri-uild!ng Identifier: C SBC 2009 Edition 3.3 ACRES C/LI B, S-1 Applicable Code: Site Area: Zoning: Occupancy Groups (Future tenants): Mixed Use Class Non Separated Uses Type VB 32 ft +/- (highest point) Two see structural SRINKLERED Construction: Height.,_-.._..................__.,.,_...,............___.._...._.,.._.._.__...,._..._. Number of Stories Wind Exposure / Seismic Zone Proposed Building Uses/Exits Required ' Area Occ. Load Factor Occ. Load Exits required Exits Provided Tenant 1 - warehouse 4,432 500 9 1 2 Tenant 1 - main floor office 939 130 7 1 2 Tenant 1 - mezzanine office* 942 130 7 1 1 Tenant 2 - warehouse 4,311 500 9 1 2 Tenant 2 - main floor office 939 130 7 1 2 Tenant 2 - mezzanine office* 942 130 7 1 1 Mech / Elec 115 300 0 1 1 Building Total * 10,736 *mezzanines not included in building total area (Per table 503) HEIGHT LIMITATIONS -TYPE VB Allowable Proposed Base Height 40' Total Height 32' (Per table 503) i FLOOR AREA LIMITATIONS - TYPE NO Allowable Proposed - - Base Area (S-1 Occupancy) 9,000 sf Area Increases due to sprinkler (300%) 9,000 sf x 3 = 27,500 SF Area Increases due to frontage 6,750 SF Total Area per floor* 42,750 sf / story 10,736 SF *Allowable floor area has been calculated FIRE RESISTIVE REQUIREMENTS (Table to accommodate an F-1 601) occupancy = 39,875 sf -- -�� Type VB Structural frame 0 These plans "' W i'iks i have beneE Bearing walls - exterior 0 Bearing walls - interior 0 epartment f ACC - Nonbearing walls and partitions - exterior 0 (Table 602) pity standards. Nonbearing walls and partitions - interior 0 omissions adopted standards which do or oftt Floor construction 0 Roof construction 0 for the adequacy ENERGY CODE INSULATION VALUES 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 © 24" O.C. W/R-21 BATT METAL SIDED WALLS: 6" METAL STUDS @ 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 (BOTH 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 BE CERTIFIED AND RATED PER NFRC 'S REQUIRE SECTI S ► 12.1 INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT PROJECT TEAM Owner: A & B Properties p I s 6102 52ND AVE S Seattle, WA - 98118 Landscape Architec Barghausen Engineers Architect: Civil Engineer: contact: Louie Sanft Louie.sanft@att.net Fuller/Sears Architects 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206682 6170 contact: Tom Jordan Electrical Engineer: 18215 72nd Ave S Kent, WA 98032 425 251 6222 contact: Art seidel aseidel@barghausen.com TBD l TJordan@ful lersears .com Coughlin Porter Lundeen 413 Pine St. #300 Seattle, WA 98101 206 343 0460 contact: Sean Robertson SeanRAcplinc.com» »» Mechanical Engineer: TBD 1Structural Engineer: Coughlin Porter Lundeen 413 Pine St.�#300 Seattle, WA 98101 206 343 0460 contact: Tim Grant TimG@cplinc.com SHEET INDEX Soils Report: Geotech Consultants Inc. 13256 NE 20th St #16 Bellevue, WA 98005 425 747 5618 contact: Mark McGinnis COVER A0.1 COVER SHEET, _CODE DATA „_- _ VICINITY PLAN, SHEET INDEX _,---- - M .....� CIVIL (SEE BUILDING A DRAWINGS) ARCHITECTURAL [A1.0 SITE PLAN A1.1 SITE DETAILS LA2.1 FLOOR PLAN A2.2 WALL TYPES, DOOR SCHEDULE FA2.3 ROOF PLAN, ROOF DETAILS A476- BUILDING SECTIONS, RESTROOM PLAN A4.1 A4.2 FINISH SCHEDULE, WINDOW SCHEDULE STRUCTURAL S1.1 GENERAL NOTES_ �S1..2 mm -GENERAL NOTES S1.3 (GENERAL NOTES S2.1 ;FOUNDATION PLAN S2.2 !ROOF FRAMING PLAN (S3.1 1TYPICAL CONCRETE DETAILS -1S3.2 CONCRETE DETAILS IS3.3 EXTERIOR ELEVATIONS A5.1 A5.2 A9.0 A9.1 ;WALL SECTIONS :WALL SECTIONS :CANOPY PLANS, MISC. DETAILS MISC. DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 1A City of 'la BUILDING VISION CONCRETE DETAILS S3.4 1PANEL DETAILS S3.8 -BUILDING C PRECAST CONC. PANEL ELEVATIONS S4.1 'TYPICAL •MASONRY DETAILS TYPICAL METAL DECK DETAILS TYPICAL STEEL DETAILS STEEL DETAILS STEEL DETAILS RACED FRAME DETAILS RACED FRAME DETAILS S5.7 CANOPY PLANS AND DETAILS S6.1 ISHEAR WALL SCHEDULE AND DETAILS S6.2 1STAIR PLANS & DETAILS S7.1 1TYPICAL NON LOADING METAL STUD DETAILS LANDSCAPE SEE BUILDING A DRAWINGS) keviewe tr conform tance is su ..by.the Public ..' nce with current__ ject 'to errors and (../) 1.1 CITY COMMENTS 1 07/19/2011 10/10/2011 z co CO CA MECHANICAL DESIGN BUILD PLUMBING DESIGN BUILD t author ze ;violations of rdiinances:; The-•responsibility"`N°' °° e 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. v _ Final acceptance is subject to field inspection the Public Works utilities inspector. - µ Date: VALUES No changes shall bei 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. FOR GLASS AND FRAME COMBINED) ELECTRICAL DESIGN BUILD cA cc I Q ca*1-44 `y'h'lj riy Qf u. pAQ / r ONL' y Nan Ap ; oval of t e violation f approved By Ca Ii W co authorize Receipt WIBdged: lb BIBCORRECTION ANG D LTR# b11-iHZ. RECEIVED JAN 112012 PERMIT CENTER PERMIT # ' D11-242 Job Number: 1005 Date: JULY 19, 2011 Principal In Charge: Steve Sears Project Manager, Torn Jordan Drawn By, Tom Jordan Sheet Title: CODE DATA PROJECT INFO Sheet Number: ® 2010 FULLER•SEARS ARCHITECTS If this drawing is not 24" * 36" it is a reduced print. 3x3 GALV T.S. FRAME, GRIND WELDS SMOOTH INTERIOR 1x1 GALV T.S. FRAME, PAINT COLOR P1. WELD TO EXT. FRAME, TYP. @ PERIMETER 24 GA. PREFINISHED MTL SIDING. ATTACH TO 1x1 TS W/ HIGH DOMED, GASKETED SELF—TAPPING FASTENERS @ 8" O.C. @ PERIMETER EXTERIOR 8" CMU BLOCK WALL 1/2" DIAM. CANE BOLT AND HARDWARE, WELD TO F.0 FRAME AS INDICATED. INTERIOR E GATE DETAILS SMOOTH SLOPED MORTAR CAP PAINTED 61'0 GALV STL. PIPE BOLLARD FILLED W/ CONCRETE POUR FTG INTERGRAL W/ SLAB AT CONC PAVING CONDITIONS TYP ASPHALT PAVING WHERE OCCURS SEE CIVIL DWGS 18" DIAMETER CONC. BASE PAINTED GALV STEEL PLATE W/ NELSON STUD EMBEDS @ (4) EA. JMB. BUSH HAMMER AS REQ'D SEALANT AT JT AS REQ'D MAIOdNmtged NO. 6 BAR 12" LONG EA. WAY FULLY WELD TO PIPE 9,, BOLLARD DETAIL s 2'-0" 2,-0" RECYCLE TRASH 10,-0" 0 71 5'-4" ALL DOORS ..................................................................... . 14'-0" 6" DIA. MTL BOLLARD PAINTED SAFETY YELLOW 2 TRASH ENCLOSURE >, 1 1 /2 1 1/2" BULLNOSE SECTION CONT. #3 1'-3" PAINT CURB ENDS YELLOW ADD 2 — #3 BARS x 3'-0" AT EA. END OF CURB v E #5 BARS I I 3/8"0 RODS x 3'-6" LONG AT 1'-6" o.c. STAGGERED DRIVE THRU FIN. PAVING UNTIL TOP PROTRUDES 5 1/2" ELEVATION —6" TYP. PLAN /I n7 CONCRETE WHEEL STOP ff} 1" = 1'—o" \OTE: ARCHITECTURAL SITE DETAILS ARE REFERE\CI\G AREAS WITHI\ THE SITE. SEE CIVIL NAWI\GS FOR SIDEWALK A\D CURS DETAILS AT SITE PERI VETER. 0 N u 4" THK SOLID CAP BLOCK BEVELED BOTH SIDES 3"x3" HOT DIP GALV. T.S. FRAME P-3 DIAGONAL 1"x2" T.S. BRACE, WELD TO PERIMETER FRAME P-3 8" CMU WALL PER FIN. SCHEDULE CMU -3 PRE—FIN MTL SIDING 0 PER FIN SCHEDULE CANE BOLT, PROVIDE RECESSED 1" 0 x 12" STL PIPE IN CONC. SLAB TYP. EA. GATE. FOUNDATION PER STRUCTURAL ENCLOSURE ELEVATION 1/4" = 1'-0" TOP OF PAVING & RAMP WITH Y2" LIP BEVELED @ 45' AT ASPHALT. FLUSH © CONC. 7'-6" 1:12 SLOPE PROVIDE TRUNCATED DOMES WIDTH OF RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 TOOLED JOINTS @ 6' O.C. CONT. #4 REBAR 5" THICK SLOPED CONC. WALK— W/6 x 6 W1.4 x W1.4 WELDED WIRE MESH & E.J. @ 20' o.c. ADA/RAMP DETAIL 1" = 1,-0" ACCESSIBLE PARKING SIGN 6" 6" RESERVED PARKING SAFE—HIT FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOND TO CONCRETE WALKWAY OR ASPHALT SURFACE WITH EPDXY CEMENT LINE OF PAVING 1'—O" RESERVED, PARKING MIN. MAX. vi 1.60" <---J E .65" 1.50" VAN - ACCESSIBLE `" N. VAN ACCESSIBLE PARKING SIGN, SEE SITE PLAN FOR LOCATION(S) NOTES: 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC/ANSI A117.1-2003. 2. BUILDING MOUNT (AS OCCURS): MOUNT SIGN ON WALL WITH (2) EXPANSION ANCHORS. CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ OF STALL 1'-6" 1'-6" EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN ACCESS. PARKING SYMBOL N.T.S.N.T.S. SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 MIN. MAX. D 1.60" 2.40" E .65" 1.50" F .45" .80" G .90" 1.40" SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 PER PLAN PLAN DETAIL G ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS @ 3/4" O.C., 1" WIDE BAND PAINT TOP & FACE OF CURB WITH (2) COATS SLIP—RESISTANT TRAFFIC YELLOW CURB & GUTTER CONDITION WHERE OCCURS 10 ADA CURS/RAMP - TYP. ) 1 _ REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION ECEIVE JUL 212011 PERMSTCEN ITER REMARKS PERMIT SUBMITTAL 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000 000000000000000000 0000 0000000000000000000 RAMP PER PLAN PLAN DETAIL G ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS @ 3/4" O.C., 1" WIDE BAND PAINT TOP & FACE OF CURB WITH (2) COATS SLIP—RESISTANT TRAFFIC YELLOW CURB & GUTTER CONDITION WHERE OCCURS 10 ADA CURS/RAMP - TYP. ) 1 _ REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION ECEIVE JUL 212011 PERMSTCEN ITER REMARKS PERMIT SUBMITTAL DATE I- 1 01 0) PIO0 ICS z wris Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: SITE DETAILS Sheet Number: A1.1 © 2010 FULLER'SEARS ARCHITECTS / / / / / / / / 21 /' '\ • • • / / / / / / / / / / / 1 1 / I 1 1 / / / \ \ / \• / \ ,`w \` • • w •w • • • • • 1 1 1 1 1 •• • w •w \\ \\ \\ • • • ` •1 • 5' 5' CD po 1 1 1 •••••••• • \ • \\ \ < • • N TR S)1/R ()sulk • 25 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 \\.,� • /sem • h z -- ? ��FFN0AmisyIVER/ • w • • 5' •1 5' • 1 5' \• 5' N N \s, ` RlVEq_�;. HGj —z.---„,. W 1 � `�-. /r/ `'V .V- / -- C"\/ i• 5' ♦\ / TRASH/RECYCLING CALCULATIONS REQUIRED. WAREHOUSE. 56,990 SF @ 3.1000 • 171 SF OFFICE. 9,405 SF @ 2.1000 ■ 19 SF RETAIL, 2,342 SF 0 5.1000 • 12 SF 72,736 SF 202 SF PROVIDED. 5©112SF■560SF 1to83SF■83SF 643 SF LANOSCApe BUILDING "A" 34,712 SF,*k. (30,729 SF WAREHOUSE) - (4x 938 SF OFFICE @ 1ST) (4x 941 SF OFFICE @ MEZZ.) (231 SF MECH / ELEC) *NOT INCLUDING MEZZ. '-0" CONC. SIDEWALK PRIOR TO ANY GROUND DISTURBANCE, THE PROJECT WILL PROVIDE TO THE CITY THE EXTENT OF EXCAVATION IN RELATION TO THE DEPTH OF NATIVE SOILS. IF THE PROJECT REQUIRES EXCAVATION INTO NATIVE SOILS, AN ARCHAEOLOGICAL SURVEY WILL BE REQUIRED. PARKING CALCULATIONS REQUIRED. as 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') ee NOT INCLUDING MECHANICAL ROOMS SITE AREA. 141,868 SF (3.3 ACRES) ____ • • — — ::::::::::77:FETZ27:::- Z775-7:71771:-.7::::::::::::::_::::::, :::::::.„ . --:..._-...._ .......7......_ 1 %=`:::-.7.: '1.0.57::::: —=" - —'-- 40' RIVER ��• /'/ — -=" ENVIRONMENT • /� .� PICNIC TABLE AREA 1 w TRASH/R E LOSURE • ) NEW )3' KEY STONE RETAINING WALL EXISTING EDGE \N 1 • • • TENANT "A-1" 10,847 SF * (FF 26.33') TENANT "A-2" 10,067 SF * (FF 26.33') TENANT "A-3" •' 8,018 SF * (FF 26.33') -3 1`\ TENANT "A-42" 5,555 SF * (FF 4.33') --------------- \ TRAMS TRUNCATED DOM '5'..<2E4) -CROSSSINGS ES TY& —1 \ 4 0P SED '`N BIKE AWCK- TRUNCATED DOMES AT PED CROSSINGS - TYP" "'""__r RAN'•5 60' LOW IMPACT ENVIRONMENT ADJACENT BLDG C/LI ZONE PROPERTY LINE )OMES GS - HG AT TYP. t.f) RASH/ w\ 1 \\ " \\ ___-- t It 1425 I � ' 1 4 CLOSUR� 1 I 1 1 1 1 1 1 1 1 II i / /200' SETBACK (FF 26') 2, 44 SF* (1,975 SF RETt (469 SF RETAIL @ (102 SF MECH / *NOT INCLUDING EZZ.) LEC) EZZ. NG "D" SF * WAREHOUSE) FFICE @ 1ST) F]:CE @ MEZZ.) CH / ELEC) DING MEZZ. 22 o TENANT "D-2" I (FF 25.50') )7 BUILDING "B" 4,491 SF * - (3,432 SF WAREHOUSE) CD (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) (120 SF MECH / ELEC) *NOT INCLUDING MEZZ. (FF 24.13') w 0 o_ LANDSCAPE • 5L0" (s' 16') LACAPE 25 LANDSCAPE LANDSCAPE cP a; PROPOSED ------ 'BIKE -RACK - LANDSCAPE & CIVIL SITE DRAWINGS PART OF BUILDING "A" PERMIT SET PERMIT #: D11-060. REFERENCE CIVIL DRAWINGS FOR ADDITIONAL SITE INFORMATION 25 0 INTERURBAN AVENUE PROPOSED CITY STREET IMPROVEMENTS BY OTHERS PERMIT THIS BUILDING ITE PLAN \I, 16 = 30'-O" 65' BUS CITY PROPOSED BUS SHELTER BY OTHERS SOUTH 147TH ST D I I -Z42 APPROVED 'JUN 03 2014 City of Tukwila PUBLIC Works ORM • RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER Cr) w PERMIT SUBMITTAL N 0, 0 co NU IC 0 03/9/2011 07/19/2011 10/10/2011 04/07/201 �I co cia Pram ffl et 11 I CID imma Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Project Manager: Drawn By. Steve Sears Tom Jordan Tom Jordan Sheet Title: SITE PLAN © 2010 FULLER•SEARS ARCHITECTS PEDE CO TRIAN CRCSSING C. SIDEWALK PEDESTRIAN CRO CONC. SIDEWA (SEE CIVIL DWGS - SING K TYP.) REFERENCE CIVIL DRAWINGS FOR DRIVE AISLES, CURBS AND SIDEWALK DIMENSIONS LANDSCAPING (SEE LANDSCAPE DWG ASPHALT ASPHALT ASPHALT HC REFERENCE SHT A1.1 ADA SITE INFORMA 24'-8" 16'-8" 10 CLEAR 4,-0" TRANSFORMER CLEAR TRASH ENCLOSURE 4'-0" RENCE SHT A1.1 FCR DA SITE INFORMATIOV 34,-4" 9 16'-8" LANDSCAPING WHEEL STOPS PER SHT A1.1 CANOPY ABOVE LANDSCAPING 3 -4"1// i�TYP. CONC. SIDEWALK CANO ABO E TRUNCATED DOMES - TYP CONC. SIDEWALK �t- SLOPE D ASPHALT (SEE CIVIL DWGS - TYP.) LESS THAN 2% HiPEAT ANY DIRECTION 0ALL LANDINGS TYP. SPRINKLER RISER/ELECT. - ROOM SIZE TO BE DESIGN o BUILD BY FUTURE TENANT 10'-0" GWB CEIL. PROVIDE 3/4" PLYWOOD 0/TOP OF FRAMING ABOVE W1 SKYLIGHT ABOVE - TYP. 1CANOPY ABOVE oD 1 N 3 3'. X 4' OPEN'G IN CEIL. ABOVE FOR ROOF ACCESS PARKING STALLS 25'-0" YP RESTROOM WAREHOUSE (4,432 SF) FIN FLR EL. +24.40' FIN FLR EL. ASPHALT CANOPY ABOVE 3 PARKING STALLS PROPOSED BUILDING C TENANT "1" 5,371 SF * (4,4321 SF WAREHOUSE) (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) *NOT IVCLUDING MEZZ. PROPOSED BUILDING C TENANT "2" 5,150 SF * (4,311 SF WAREHOUSE) (939 SF OFFICEI @ 1ST) (942 SF OFFICE @ MEZZ.) *NOT INCLUDING MEZZ. WAREHOUSE (4,311 SF) ILLUMINATED EXIT PATHWAY TO BE DETERMINED BY TENANT PERMIT. o" LANDSCAPING 0 . SIDEWALK LANDSC ING CANOP NO BRACE FRAME RESTROOM OFFICE (939 SF) SKYLIGHT ABOVE - TYP. 3EvIS \G WALL PH PUTHE TE\A\T RESTROOM 0 W6 CANO ABOVE OFFICE (939 SF) ESTROOM i=�-�T 1 41 CONC. SIDE 0 ANDSCAPING CONC. SIDEWALK PROPERTY LINE 2 A2.2 SIM LANDSCAPING (SEE LANDSCAPE DWGS - TYP.) CONC. SIDEWALK (SEE CIVIL DWGS - TYP.) R ' FOR ODE COMPLIANCE APPROVED FLOOR PLAN 1 /8" = 1'-0" DOOR TYPES N.T.S. A 3'-0" y il T, i STOREFRONT DOORS: MEDIUM STYLS AND RAILS COORD W/OPENING DETAILS FOR HEAD, JAMB AND SILL CONDITIONS AT STOREFRONT DOORS STOREFRONT B 3'-0" 0 EXT. DOOR C 3'—o" / y INT. DOOR OOR SCHEDULE City of Tukwila BUILDING DIVISION THIS DRAWING IS FOR SHELL REFERENCE CIVIL DRAWINGS FOR PERMIT ONLY LOCATION OF BUILDING ON SITE DI1t4 2 DOOR l FRAME HARDWARE REMARKS NOTES Door # Door Size {WxH} Type Thickness Label Ma tl. Finish Color Mat!. Finish Color Group # 1 3'-0" x 7'-0" A By Manuf. Alum. Anodized clear Alum. Anodized clear 2 3'-0" x 7'-0" A By Manuf. Alum. Anodized clear Alum. Anodized clear 3 4 5 6 7 3'-O" x 7'-O" 12'-0" x 14'-0" 12'-O" x 14'-0" 8'-0" x 10'-O" B D D D By Manuf. By Manuf. By Manuf. By Manuf. By Manuf. Metal Metal Metal Metal Metal Paint Paint Paint Paint Paint match adj. P-3 P-3 P-3 mateh adj. Metal Metal Metal Metal Metal Paint Paint Paint Paint Paint match adj. P-3 P-3 P-3 match adj. HW HW -A HW - HW - HW - HW - HW - Storefront entry 1,2,3,13,14,22 Storefront entry 1,2,3,13,14,22 1 exit door exit door 1,2,5,13,14,18 1,2,3,13,24 1,2,3,13,24 1,2,3,13,24 1,2,5,13,14,18 8 By Manuf. Wood Paint per tenant Metal Paint per tenant HW - solid core door 1,14,18 9 By Manuf. Wood Paint per tenant Metal Paint per tenant HW - solid core restroom door 1,13,14,18 10 By Manuf. Wood Paint per tenant Metal Paint per tenant HW - solid core restroom door 1,13,14,18 11 (x2) 12 13 14 15 16 17 3'-O" x 7'-O" By Manuf. By Manuf. By Manut By Manuf. By IVIanuf. By Manuf. By Manuf. Wood Metal Metal Metal Metal Metal Metal Paint Paint Paint Paint Paint Paint Paint per tenant match adj. match adj. P-3 P-3 P-3 match adj. Metal Metal Metal Metal Metal Metal Metal Paint Paint Paint Paint Paint Paint Paint per tenant match adj, match adj. P-3 P-3 P-3 match adj. HW - solid core door hollow metal mech room HW - KW - HW - HW - ollor-me 1 exit door roll -up door roll -up door roll -up door 1,14,18 1,2,5,13,14,18 1,2,5,13,14,18 1,2,3,13,24 1,2,3,13,24 1,2,3,13,24 18 A By Manuf. Anodized clear Anodized clear HW - Storefront entry 1,2,3,13,14,22 19 A By Manuf. Alum. Anodized clear Alum. Anodized clear HW - Storefront entry 1,2,3,13,14,22 20 By Manuf. Wood Paint per tenant Metal Paint per tenant HW - solid core restroom door 1,13,14,18 21 By Manuf. Wood Paint per tenant Metal Paint per tenant HVV- solid core restroom door 1,13,14,18 22 By Manuf. Wood Paint per tenant Metal Paint _ per tenant solid core door 1,14,18 DOOR AND FRAME -REMARKS Verify size/verify header Provide exterior weather stripping and drip cap. Hardware by manufacturer. Provide panic release hardware. Provide closer to allow 3 seconds to close from open position. Measure from— position of 70 degrees. 1 Provide lockable padlock and hasp. Floor mtd. door stop. Provide panic "break away" handware and glass panels. Pre -hung hollow core. 10 Provide butted frame at door opening. 11 Tenant responsible to provide door and jamb 12 Verify rough openino anddetails with elevator manut 13 Provide fock 1 * Hardware to be coordinated by contractor 14 Provide heavy gauge hinges 15 16 , Providetwo 1'-3" x t-3" louvered vents with insect screens. typ.„._ 17 Weather strip. Coordinate with door manufacturer • 18 Door knob to be ADA approved lever action handle. 19 Apply ADA approwd tactile grit to hazard area entry door knob 20 Net used Provide Signage: "thesS' doors to remain open-aurinibireinesehodri" 23 Not used 24 Garage door 25 Procide Sign Stating "Emergency eXit Only. Alarm 'will sound if door is 26 Exterior door and frame to be covered with mtl siding 27 Provide lock and hold -open only (for employee use only) opened". RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER LLJ PERMIT SUB CITY REVISIONS 1 co ca Lit LLJ 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 m co gn mg LI CD inim en Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By Tom Jordan Sheet Title: FLOOR PLAN 2010 ARCHITECTS 7,-0" 4" 31'-0" 3/4" PLYWOOD "DECK'G" 0/ FRAMING PER STRUCT. 1 1/2" DIA. MTL GUARDRAIL RESTROOM CEILING BELOW MEZZANINE LEVEL (942 SF) EL. +14'-0" CONTINUOUS SLOPING WALL TO BE 42" MIN. ABOVE STAIRS. cci /3'-41/2" 4,-0" 1" AIR SPACE / 12'-0" MEZZANINE PLAN 1 /4" = INTERIOR 5/8" GWB 0/6" MTL STUD W/BATT INSULATION 6'-0" 12'-0" * CONTINUE BUILDING WRAP AROUND ALL INSIDE CORNERS. EXTEND BUILDING WRAP 12" BEYOND EXTERIOR SHEATING AT ALL SIDING SEAMS AND EDGES Mi\MMITA ,►4��Am. l :I . 1 _,_a CMU WALL PER STRUCT. 5X3X5/16X1 -6 STEEL ANGLE @8'-0" O.C. TYP. W/(2) 3/4" DIA. EXP. BOLTS @12" O.C. (EMBED 4") 1" AIR SPACE CONC. PANEL WALL PER STRUCT. NEOPRENE GASKET BACKER ROD & CAULK LAN DETAIL 1"=1'-0" 8'-0" CMU WALL PER STRUCT. WRB #1 0/EXTERIOR SHEATHING * HORIZ. PREFINISH MTL. SIDING PER ELEVATIONS * 2" PRE FINISHED CORNER TRIM 2" PREFINISHED MTL. TRIM * MTL. STUD FURRED WALL W/BATT INSULATION BY FUTURE TENANT T-- - TT T. Tl -T- �= TTT TT.T - -� -�_- I( I( I( I( I( I( 11 )( I( I( I( I( ll lI II 11 11 11 11 II 11 11 II 11 II II 11 II 11 11 I V II 11 11 It 11 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 I 1 1 1 1 1 I I I 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 l 1 1 1 1 1 1 1 l 1 I 1/ I/ II II II II II 11 II 11 11 I/ III? l )I )I )I }I )( )( I( )l }I }I )l )I lI 11 )I 4" PREFINISH MTL. TRIM PREFINISH MTL. SIDING PER ELEVATIONS VERTICAL PREFINISH MTL. SIDING PER ELEVATIONS * WRB #1 0/ EXTERIOR SHEATHING NEOPRENE GASKET 4" PREFINISH MTL. TRIM EXTERIOR 5/8'GWB 0/8" MTL STUD W/BATT INSULATION INTERIOR T-< T -y- --rc-T..-C�TT-T.r• ��-7 - I( I( 1( 11 )1 I( 1( I( !( 1( 11 )( 11 I It I I II 11 II I{ II II I I II II 11 /I 1 1 1 1 1 1 1 11 1 1 1 I 1 1 I I 1 1 1 1 11 1 1 1 1 1 1 1 1 1 I 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 I I 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 )l )I )I )( I( )I )I I! Il )C )I II (2) 16 GA TRACKS W/2" LEGS BACK TO BACK @ 8'-0" O.C. VERTICALLY. STITCH TOGETHER W/#8 SCREWS @ 6" O.C., STAGGERED. PROVIDE A SINGLE TRACK @ TOP & BOTTOM OF WALL. CONNECT TRACKS TO VERTICAL END STUDS W/14 GAX2X2X5" LONG CLIP ANGLES W/(3) #8 SCREWS TO TRACK & VERT. STUDS PLAN DETAIL 1”=1'-0” EXTERIOR GRID 4 CONT. 400S200-54 STUDS EA. SIDE OF ANGLE. CONNECT TO EA. ANGLE W/(6) #10 SELF TAPING SCREWS - TYP. 4" MTL STUDS 400S137-34 STUDS @ 16" 0.C• BETWEEN HORIZ. TRACK SCREW EA. LEG TO TRACK W/#8 SCREWS 5X3X5/16X1'-6" STEEL ANGLE @8'-0" O.C. TYP. W/(2) 3/4" DIA. EXP. BOLTS @12" O.C. (EMBED 4") 1" AIR SPACE CMU WALL PER STRUCT. STAIRS: 22T = 11" 24R = 7" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila ' BUILDING DIVISION WATER—ES STA\T 3AHS 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 MTL STUD FURRED WALL W/BATT INSULATION BY FUTURE TENANT T-- ( 1( 1( 1( 1( 1( 1( 11 1( 1( I( 11 I( 11 I( 1( 11 11 II 11 11 II 11 11 11 11 II 11 11 11 II 11 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 A1 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 1 1 l 1 II II I I 1 1 I I II I I 1 I 1 1 11 1/ I! II II 11 }I }( )l )l )l II }I II )I }I )I II }I II )1 INTERIOR 1( 11 I( )I I( 1( I( !I 1( !I II 1( I( 1 11 II II 11 11 II II II II II II II 11 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 11 1 1 1 1 1 1 l 1 1 I l I 1 1 1 I 1 1 1 1 1 I 1 1 l 1 1 1 1 1 1 I I II I/ II II 111111 I I I I I I 1 1 II I I 1 (•)I )I )I II II )I )I )l )I )I )l I( Il .•I•It A K•1 I NEOPRENE GASKET 4" PREFINISH MTL. TRIM PREFINISH MTL. SIDING PER ELEVATIONS (2) 16 GA TRACKS W/2" LEGS BACK TO BACK @ 8'-0" O.C. VERTICALLY. STITCH TOGETHER W/#8 SCREWS @ 6" 0.C., STAGGERED. PROVIDE A SINGLE TRACK @ TOP & BOTTOM OF WALL. CONNECT TRACKS TO VERTICAL END STUDS W/14 GAX2X2X5" LONG CLIP ANGLES W/(3) #8 SCREWS TO TRACK & VERT. STUDS PLAN DETAIL 1 "=1'-0" EXTERIOR 4 CONT. 400S200-54 STUDS EA. SIDE OF ANGLE. CONNECT TO EA. ANGLE W/(6) #10 SELF TAPING SCREWS - TYP. 4" MTL STUDS 400S137-34 STUDS @ 16" O.C. BETWEEN HORIZ, TRACK SCREW EA. LEG TO TRACK W/#8 SCREWS WALL ASSENBLIES TYPE DESCRIPTION W1 XT OR EXTERIOR CONCRETE TILT WALL: • ; . •• ....• ...4'' "... ¢ •• : ..� • 5 1/2" CONCRETE PANEL WALL PER STRI CT (.)(7.)(• )0()n(),•/ Sm()()()()()(573-(57 (6" METAL FURRING WALL W/ R-21 BAT vOJ1/()OOU( )O()j)O()( u()()()( )0 INSULATION WILL BE COMPLETED BY F RE TENANT) W2 EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING In inn 1n nn nn ('(�+�1}��()!�4(1?l)��1f'(= l(� l)(� TURAL . 6" METAL SHEATHINGSTUDS PER SPER CSTRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W2A EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING n,n )` _nn ?nn�n( 8" SHEATHING METALSTUDSPER SPERCSTRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W3 •or - , • � •.ow ' EXTERIOR CMU WALL: 100' CMU BLOCK -SOLID GROUT FURRING )11OOOOO7OOOO( JR )00( )000((,;`t_)UUUOrJO(. I'(j O() ) )(7(), (6"METAL WALL W/ R-21 BAT INSULATION WILL BE COMPLETED BY FUT RE INTEr OR TENANT) WL INTERIOR • INTERIOR 2 INTERIOR CMU SHEAR WALL: -= X X x CEILING X 1" GYPCRETE L 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT X - 5/8" GWB 0/1" HATCH CHANNELS � -- 8" CMU BLOCK -SOLID GROUT INTERIOR 5/8" GWB 0/1" HATCH CHANNELS W5 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB 1 S:s? (1 r C�Ul,) _ J()(1USUU( 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 AT RESTROOM WALLS) 6" METAL STUDS PER STRUCT 'U(1UC1�)1J�1()( 1(1 ,(,( nom' 1(1( R-21 BATT INSULATION INTERIOR 5/8" GWB *PROVIDE BLOCKING FOR GRAB BARS, WALL MOUNT dVATORIES, AND HANDRAILS W6 A INTERIOR INTERIOR DEMISING/PARTITION WALL: SAME AS W6 BUT WITHOUT R-21 BATT INTERIOR INSULATION W7ze, AT BUILDING E ONLY EXTERIOR • EXTERIOR CMU WALL: MI � � �i_�__ r■� �)(�� $' AIR CMU SBLOEK-SOLID GROUT PER STRUCT. nc�()(�nn{)n{� ) SS000U(UUilk V 6" METAL STUDS PER STRUCT R-21 BATT INSULATION INTERIOR 5/8" GWB Q WU INTERIOR INTERIOR PARTITION WALL: 5/8" GWB 3 3 3 1/2" MTL STUDS PER STRUCT INTERIOR 5/8" GWB W9 INTERIOR INTERIOR SHEAR WALL: 5/8" GWB 0/PLYWOOD PER STRUCT. NS CLCl51S��>C8 SI, 6" METAL STUDS PER STRUCT R-21 BATT INSULATION INTERIOR 5/8" GWB 0/PLYWOOD PER STRUCT. FLOO /OOF ASSEv3L ES .1 EXTERIOR ----- = ROOF ASSEMBLY: 3 -PLY BUILT UP ROOF W/CAP SHEET ��___�.��._�._�._..�� INTERIOR • PROTECTION BOARD R-30 RIGID INSULATION METAL DECKING PER STRUCT ROOF JOISTS PER STRUCT . 2 FLOOR SECOND FLOOR ASSEMBLY: X X x CEILING X 1" GYPCRETE L 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT X 1 -4/ - RECEIVED CITY W APR OF 1 7TUK2014 ILA PERMIT CENTER MEMO CC 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 CO a co =CC I la ca Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: WALL TYPES DOOR SCHEDULE © 2010 FULLER -SEARS ARCHITECTS 1011011111. 2 A9.0 CANOPY T.O. PARAPET 30'-0" T.O. PARAPET 32'-0" • • 8� 70'-0" X EL. 28'-0" AFF B.O. DECKING • T.O. PARAPET 30'-0" T.O. PARAPET 29'-0" ROOF ACCESS HATCH - COORDINATE W/ ROOM BELOW 15'-0 1/4" 2 CANOPY 4' X 8' SKYLIGHT • • i • T.O. PARAPET 30'-0" T.O. PARAPET 32'-0" i • CANOPY *HVAC UNIT QUANTITY AND LOCATION BY FUTURE TENANT EL. 27'-3" AFF T.O. PURLIN • TPO ROOF - TYP. 4' X 8' SKYLIGHT T.O. PARAPET 30'-0" T.O. PARAPET 29'-0" YP. *HVAC UNIT QUANTITY AND LOCATION BY FUTURE TENANT CANOPY TPO ROOF - TYP. T.O. PARAPET • • 29'-0" EL. 26'-9" AFF 7,2 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 WALL AS OCCURS SEE FLR PLAN FOR LOCATION 6" ROOF HATCH 1/2" = 1'-0" 8 1/2" DECKING x T.O. PARAPET 32'-0" 4'-0" X 3'-0" ROOF HATCH ROOF'G MEMBRANE 0/ P.T. WD NAILER, FASTENED AT 12" O.C. MIN MTL ROOF FLASHING UNDER ROOF MEMBRANE RIGID INSULATION FRAMING PER STRUCT MANUFACTURED ALUM LADDER OR PAINTED GALV STL AS A BID ALTERNATE 26 GA S.S. SCUPPER/CONDUCTOR HEAD W/SOLDERED JOINTS CONNECT DOWNSPOUT TO STORM DRAIN SYSTEM PER CIVIL DRAWINGS. 1'-6" 1'-0" CLEAR / OPENING IN SCUPPER • • EL. 26'-9" AFF B.O. DECKIN• L • SCUPPER & 6" DIA. PREFIN MTL. DOWNSPOUT BACK OF PARAPET CONDITION WHEN PARARAPET IS OVER 2' FACE OF WALL FINISH MAT'L. GALV. SPRING LOCK FLASHING W/ COUNTER FLASHING AS SHOWN 6" MIN. FASTENERS AT 8" O.C. PROVIDE BLOCKING AS REQUIRED EXTEND GALV. MTL FLASHING UP WALL AND ATTACH AT 18" O.C. LAP ICE & WATER SHIELD 0/TOP EDGE OF FLASHING ROOF MEMBRANE 0/ GALV. MTL FLASHING - WRAP UP WALL 18" RIGID INSULATION STRUCTU'E VARIES - SEE SCUPPER & 6" DIA. PREFIN MTL. DOWNSPOUT ROOF PLAN' T.O. PARAPET 30'-0" T.O. PARAPET 29'-0" 1/8" = 1'-0" OVER FLOW OPENING IN SCUPPER COUNTER FLASHING TO WRAP OPEN'G ROOF MEMBRANE TO WRAP OPEN'G N N N / NN T.O. ROOFING L J OPENING IN WAL -2" CLE CID PLYWOOD DECKING DOWN SPOUT LINE OF WALL FINISH SCUPPER SECTION 1" = 1'-0" H . BOD 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 MECH CURB DETAIL 1" = 1'-0" 1'-6" EXTERIOR SIDE OF PARAPET T.O. PARAPET 30'-0" 11/444 SE, REVIEWED FOt CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila /BUILDING DIVISION SEALANT & ROD TYP. GALV. FLASHING TO WRAP CORNER - TYP. BACK OF PARAPET / SIDING MATERIAL 8" MIN. / EA. SIDE \ /, ' WRAP WATER RESISTANT BARRIER FLASH'G CONT. AROUND OPEN'G AND EXTEND 8" BEYOND EACH CORNER ON ALL SIDES TYPICAL 1'-2" N 6" COPING SEAM 8" MIN. EA. SIDE INTERIOR SIDE OF PARAPET SCUPPER PLAN 3� 1 1/2. = 1'-0" 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 T.O. WALL PER ELEVATIONS PROVIDE MTL END FLASHING WHERE PARAPET MEETS A WALL CONTINUOUS MTL. CLEAT, FASTEN AT 24" O.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 HING WALL FRAMING AND SIDING VARIES - SEE ELEVATIONS PARAPET SIDE COPING DETAIL 1" = 1'-0" PROVIDE ICE & WATER SHIELD. EXTEND 12" BEYOND EACH SIDE OF SEAM-TYP. COPING DETAIL 1" = 1'-0 PRE FIN MTL COPING W/DRIP EDGE. T.O. FRAMING PER ELEVATIONS CONT MTL CLEAT FASTEN AT 24" OC MIN EXTERIOR SIDE q • • 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 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 1 1/2" = 1'-0" T 0 PARAPET 32'-0" PARAPET SIDE PREFINISHED METAL COPING 2X PT WOOD CAP SEALANT EXTEND FLASHING UP WALL 18" MIN. EXTEND ROOFING MEMBRANE UP & UNDER PARAPET COPING FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD 0/ RIGID INSULATION 6" P.T. WOOD SPACER CMU PER ELEVATIONS CMU PARAPET DETAIL 5} 1 1/2" = 1'-0" 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 17) MTL ROOF DECKING SEE STRUCT. FOR FRAMING OF ROOF OPENING THERMAL BREAK WOOD CURB " RI ID INSULATION FINISH TRIM OR 5/8" GWB BY FUTURE TENANT RI 1 ISI TION WOOD BLOCKING RECEIVED CITY OF TUKWILA SKYLIGHT CURB DET 1 1/2" = 1'-0" I k APR 1 7 2014 CENTER PERMIT SUBMITTAL CITY REVISIONS 1 w I— ¢ 03/9/2011 07/19/2011 10/10/2011 0, 0 re w cc 0 04/07/2014 6 ci C9 co cola 13222 Vi Mal co os en am cc us en M co as gam 1= Job Number: 1005 Dec MARCH 9, 2011 Principal In Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: ROOF PLAN ROOF DETAILS Sheet Number: 1011 ualml�lmi © 2010 FULLER. SEARS ARCHITECTS . +32'-0" D. PARAPET . +14'-0" .ZZ. FIN. FLR. . +0' 0.__CONC. SLAB - v CJ 0 • ROOF TOP MECH EQUIPMENT BY FUTURE TENANT SKYLIGHTS - COORD LOCATION W/STRUCTURAL DRAWINGS EL. +30'-0" T.O. PARAPET ROOF TOP MECH EQUIPMENT - BY FUTURE TENANT . 48141iMMIIIMM I ML INIRIMMEMENIRZNOrsAMICIMMINIMMINI L n DL 1IIIIIIIIIIIIIIIII111111111111 OFFICE 42" HIGH SLOPING WALL W/ WD CAP BEYOND WAREHOUSE •r r� :1Kn :I Irau;A at I LOADING BAY DOOR BEYOND fir II ROOF LADDER W/CAGE MECH/ELECTRICAL ROOM BEYOND 1—\2 LOADING BAY DOOR BEYOND WAREHOUSE 42" HIGH SLOPING WALL W/ WD CAP BEYOND 11111111111! 111111111111111111 OFFICE BUILDING SECTION -NORTH SOUTH LOOKING EAST '-3" CLR. VINYL FLOOR W/ 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 7/ 1 -0,, i J U CO N- / / 1 /1 Sir l 7-) • cV • 1 0 2X6 FURRED WALL 2'-0" N 4'-6" MIN. 18" MIN Tif ELEV 3" 12" MAX '0 0 TOILET ELEV 3'-0" -6". ELEV X ELEV COUNTERTOP TOILET R 00 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 0 0 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. TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-0" 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 8490-42) 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 ib EL. +30'-0" T.O. PARAPET FURRING WALL W/BATT INSULATION BY FUTURE TENANT AL EL. +0' T.O. CONC. SLAB 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. ENLARGED TYP. RESTROOM PLAN & ELEVATIONS / / RESTROOM WALL BEYOND WAR LOADING BAY DOOR BEYOND FLRRING WALL W/BATT INSULATION BY FUTURE TENANT H USE I I � EL. +32'-0 T.O. PARAPE- EL. +14'-0 MEZZ. FIN. FLR EL. +0 T.O. CONC. SLAE EL. +30'-0" T.O. PARAPET IV EL. +0' T.O. CONC. SLAB IV BUILDING SECTION - EAST WEST LOOKING NORTH REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER (.r) W PERMIT SUBMITTAL w F 03/9/2011 07/19/2011 10/10/2011 0 04/07/2014 O Col EY coCal1-� cc aOtiCC 1.43 ev 3CC MFon qtr Imom Job Number: 1005 Dote: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: BUILDING SECTIONS Sheet Number: 11101hil © 2010 FULLER•SEARS ARCHITECTS LINE OF ROOF EL. 32'-0" \-/IF T.O. PARAPET 0 10" PRE FIN MTL TRIM Ali EL. 24'-0" B.O. HEADER 0 2" MTL TRIM —TYP. 4" MTL TRIM — TYP. 4" MTL TRIM — TYP. 0 10" MTL TRIM — TYP. 0 PRE FIN MTL CANOPY Atik EL. 11'-0" \-IIF B.O. CANOPY LIGHT FIXTURE (L-1) J—BOX AT 8'-6 e4" MTL TRIM — TYP. ANODIZED ALUM. STOREFRONT 6" MTL COPING MTL SIDING 7 e10" PRE FIN MTL TRIM — TYP. 4" MTL TRIM—TYP. M-2 2" MTL TRIM — TYP. A5.3 SIM STEM WALL MTL SIDING 6" MTL COPING C)110" MTL TRIM—TYP. 0 4'' MTL TRIM—TYP. 1 6" MTL COPING MTL SIDING SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) TOP 2 COURSES CMU CMU atbi CMU vro 1 1 1 1 16\ 17 A9.1 A9.1 4" MTL TRIM 4" MTL TRIM .• WEST ELEVATION 1/8" = 1'-0" , • ,••• :• , O-12" PRE FIN BENT MTL TRIM — TYP. CI 10" PRE FIN MTL TRIM — TYP. Akk EL. 24'-0" -117 B.O. HEADER 4 COLOR TRANSITION —TYP. TILT UP CONC. WALL PANELS 6" MTL COPING MTL SIDING •••-•",, • 6" MTL COPING 1 I 1 t I — LL 1 1 1 1 1 I 1 1 1 , 1":.•••!.:;••;.;":1.s:ft . 5•••••;1:1111"1 =111111111111111111111111111111111111111/1111111111 irmirimi 111111111111111 111111111111111.1111011111111111.111111 SIM MTL DING ANODIZED ALUM. STOREFRONT LINE OF ROOF 0 SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) MTL SIDING LF 7 cLLi • -3. .1_21 r • • , 1. • . .. ...... *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 8'-0" ,•• •••••• ' "i• •; • • ••• • • ‘',7 L;r•—•.••=7:.' ••". •' • r' • • •' • • ‘: • . '".' • • r • • ; • • -*•,;.••• I ;• 4'; .., • `..*•‘::. ... • 1.;•:;.**:'..i • • ••• , • 1 ; , • . • •••• "i. , r • *---•r•-•• ....... 1,-; • :•• • • ................ ;• .... • • . v., 7 • L. • CMU MIIENIMIarlararliffilTrarararaMallrlanflirarlannuil==rairgISTRMairarallirlanillarl MTL SIDING 6" MTL COPING 7 MTL SIDING 4" MTL TRIM , 4 •-•/,' -'.. • 1' • •_uv, ' ---( •-A4"-,--', ;i7t. ,.., i,-..:-• ."7.7. 7L7,..;• • •:-=`,".‘ '--.- .. 1. -",-• --•"..L1-'.4-•-'`1r• 477 •. 1•'‘ ‘.. .• • •'. ' s• • ; .1 • .......-: .,,.. ' ; ••• ;. .... '' '•- ... • • ,..t. : ' •• ' `,.• • "• ..' s ....,' ':' ''....r. '.."..... •s • •• ..• . .. , . • 1" "V' GROOVE REVEALS TILT UP CONC. WALL PANELS EAST ELEVATION 1/8" = V-0" 6" MTL COPING • 0 PRE FIN MTL CANOPY CDROLL UP DOOR TYP TILT UP CONC. WALL W/CONC. SCORE LINES 4 .,. LINE OF ROOF 4" MTL TRIM — TYP. TENANT SIGNAGE (ON SEPARATE PERMIT) olL EL. 14'-0" T.O. MEZZ FLR FINISH AL EL. 11'-0" B.O. CANOPY 10" MTL TRIM — TYP. LIGHT FIXTURE (L-1) J—BOX AT 8'-6 4" MTL TRIM — TYP. TRUCK LOADING *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT IL 12" PRE FIN BENT MTL TRIM — TYP. LIGHT FIXTURE (L-2) J—BOX AT 8'-6" LIGHT FIXTURE (L-4) J—BOX AT 13'-6" SOUTH ELEVATION 1/8" = EL. 30'-0" T.O. PARAPET 11-} TILT UP CONC. WALL PANELS PRE FIN MTL CANOPY 0 EL. 14'-0" A BO. HEADER COLOR TRANSITION TYP. ROLL UP DOORS — TYP 4.4 / / / / =11111111111111111111111111111111111111 LIGHT FIXTURE (L-2) J—BOX AT 8-6" LINE OF ROOF diL EL. 30-0" T.O. PARAPET 1" "V' GROOVE REVEALS TILT UP CONC. WALL PANELS 0 PRE FIN MTL CANOPY EL. 14'-0" B.O. HEADER 0 ROLL UP DOORS TYP COLOR TRANSITION —TYP. TILT UP CONC. WALL PANELS LINE OF ROOF • ;.• .................. ; ' ' •".4-*,* .. ....... • "L" "11,2 ... 6" DIA. DOWNSPOUT 7T7,;,717,.S. • • •••3. 717 .1, . ••••-i CONTROL JOINT BEHIND DOWNSPOUT 8'-0" CM U • ' • ‘;' • , ,-; " 4,* • 8'-0" • ' • '1 4" MTL TRIM LIGHT FIXTURE L-4 -o" *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT ROLL UP DOOR — TYP 6" MTL COPING MTL SIDING 6" MTL COPING TILT UP CONC. WALL W/CONC. SCORE LINES :.,; • • •• s • • ••'1`,:7::Vrr'Lft • ' • 6" DIA. 4" MTL TRIM DOWNSPOUT EL. 32'-0" T.O. PARAPET 41-) 10" PRE FIN 0 MTL TRIM — TYP. EL. 24'-0"A / B.O. HEADER IV EL. 22'-0" B.O. CMU HEADER 4" MTL TRIM—TYP. 2" MTL TRIM—TYP. Z-2 ANODIZED ALUM. STOREFRONT 6" MTL COPING MTL SIDING SIM STEM WALL 11111111111 11111111111I 01 11111111111111111111 , , • c. • . r„ 4 r; r' ; • • 1'. r• ". • COLOR TRANSITION —TYP. • TILT UP CONC. WALL PANELS TRUCK LOADING BAYS *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT LIGHT FIXTURE (L-4) J—BOX AT 13'-6" (4) NORTH ELEVATION 1/8 0”1-1 12" PRE FINBENT r„,,) MTL TRIM — TYP. 1 •t. 11 111 1111 11 11111 11111 411 11 II 1 111 1" "V' GROOVE REVEALS TILT UP CONC. WALL PANELS 12" PRE FIN BENT MTL TRIM — TYP. KILY 10" PRE FIN C, MTL TRIM — TYP. EL. 24-0" Doh B.O. HEADER 1-1 4" MTL TRIM — TYP. 2" MTL TRIM — TYP. Z_T) SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) EL. 14-0" TO. MEZZ FLR FINISH EL. 11'-0" B.O. CANOPY I-) BEHIND CANOPY — TYP. 10" MTL TRIM LIGHT FIXTURE (L-1) J—BOX AT 8'-6 PRE FIN MTL CANOPY 4" MTL TRIM — TYP. 4" MTL TRIM 10" MTL TRIM—TYRO 4" MTL TRIM—TYP, 0 EL. 32'-0" T.O. PARAPET IV 10" PRE FIN MTL TRIM — TYP. EL. 24'-0" B.O. HEADER 4" MTL TRIM — TYP. 2" MTL TRIM — TYP. M-1 EL. 14'-0"jk T.O. MEZZ FLR FINISH 111-1 PRE FIN MTL CANOPY 0 EL. 11'-0" B.O. CANOPY I-) 10" MTL TRIM — TYP. LIGHT FIXTURE (L-1) 4" MTL TRIM — TYP. 4" BENT MTL TRIM 0/4" HIGH CONC. CURB — TYP. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION 6ITyROECF ETIuvi(Ewp ILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 04/07/2014 Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By Tom Jordan Sheet Title: EXTERIOR ELEVATIONS FlarSEARS ARCHITECTS WINDOW TYPES CO 0 12'-0" 1,1'-11"/ 3'-2" !f,1'-10'' 3'-2" '-11", Description /1'-11" 1 f 1 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 DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC T SEE ELEVATIONS T WALL PACK, 175 WATT M.H. DARK BRONZE ALUM. HOUSING WET LOCATIONS 277V DURAGUARD OR EQUAL \\ T / / / �/ T M175/ U/MED SEE ELEVATIONS - ABOVE "BACK" EXIT DOORS T BOLLARD TYPE FIXTURE TBD 4" CONC. CURB 7'-6" / 2'-2" 3'-2" 2'-2" j, N I EXTERIOR LIGHT FIXTURE SCHEDULE O 7'-6" • 2'-2"X 3'-2"j� / 2'-2" 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 DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC 30/4P PL -T 32W/ 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 Sc 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 0 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 1-11 3'-2" 3'-2" ,1'-10"y 3'-2" 1'-11"/, 0 METAL CANOPY 0CONCRETE 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 eMETAL SIDING ED METAL SIDING (z) METAL SIDING 41 METAL SIDING M-4 METAL TRIM eMTL COPING eMTL REVEAL EDMTL DOWNSPOUTS (:), 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 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 c CV oD 3'-2"'-11"y 7'-0" 1-11" 3'-2" /1-11"/ WINDOW TYPES STOREFRONT GENERAL NOTES 1) ALL STOREFRONT TO BE 4Y"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. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION DESCRIPTION COLOR 0CMU 0CMU CCMU -3 INTEGRAL COLOR 8X8X16 BLOCK INTEGRAL COLOR 8X8X16 BLOCK INTEGRAL COLOR 8X8X16 BLOCK MUTUAL MATERIALS KHAKI 2% SMOOTH SAND BLASTED FINISH MUTUAL MATERIALS MOUNTAIN BROWN SMOOTH SAND BLASTED FINISH MUTUAL MATERIALS MOUNTAIN BROWN SPLIT 0 METAL CANOPY 0CONCRETE 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 eMETAL SIDING ED METAL SIDING (z) METAL SIDING 41 METAL SIDING M-4 METAL TRIM eMTL COPING eMTL REVEAL EDMTL DOWNSPOUTS (:), 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 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 10/1-4-90-• REGtivt CITY OF TUK ILA FEB 2 9 2012 PERMIT CENTER PERMIT SUBMITTAL CITY COMMENTS 1 LLJ 07/19/2011 10/10/2011 0 aP- CSI Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Toni Jordan Drawn By. Tom Jordan Sheet Title: EXTERIOR ELEVATIONS © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. cn 0111411111 gok EL. 30'-0" AFF 41-1 TOP OF PARAPET igh SEE ROOF PLAN A2.2 BOTTOM OF DECKING ank EL. 17'-8" B.O. BRACKET GALV, MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME opi EL. 14'-0" ILI B.O. OPENING KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. TERMINATION BAR WRAP ROOF E UP WALL 18" MIN. TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. • 4 ROOF JOISTS PER STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT / 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO 4, - 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" • ° •:10,„'°0`0 • o.. O °• °, ° • 8:08 rt°ag88 88p8 oci •-b .808 85o:6.8 8.. oo°° 00p00o .,.o.$•,.° . o8 &.°e.0$-.0 •D•8 PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL CWALE_ SECTION EL. 0'-0" T.O. CONC. SLAB • EL. +30'-0" AFF T.O. CMU • EL. - SEE ROOF PLAN B.O. ROOF SHEATHING ® EL. +22'-0" AFF B.O. HEADER ® EL. +16'-0" AFF B.O. SILL • r• 1 • i // WINDOWS PER WINDOW SCHEDULE 10" SMOOTH FACED CMU • EL. +8'-8" AFF B.O. PROJECTED BLOCK , 1 COURSE OFFSET EXTERIOR 10" SPLIT FACED CMU METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT INTERIOR 0'�uaO''a^��ti�..°:'boUu.}•o..°t}ojJ4'n^�1 O. -'o0. Cr 0. 0..'90 0.90. 0.•'90. 00.90. 0.. '9C40 C�.• PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP. SEE ALSO CIVIL DRAWINGS 2) WALL SECTION FOOTING PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION aft EL. 30'-0" AFF TOP OF PARAPET rik SEE ROOF PLAN A2.2 4110 BOTTOM OF DECKING jak EL. 13'-8" B.O. BRACKET WRAP ROOF • MEMBRANE UP AND OVER PARAPET 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. GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME opik EL. 10'-0" B.O. OPENING (3) / / 2'-10" 4,- 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN ffE B.ED PENING 0 • .4 i1• 4 f 'd 44 d E14 ROOF JOISTS PER STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT VERTICAL LIFT ROLL -UP DOOR DOOR TRACK INTERIOR PAINTED GALV STL CHANNEL W/ NELSON STUD EMBEDS (5 EA.) AT EA. ROLL UP DOOR JAMB SLOPE 1/4" PER 1'-0" bo 0 9 00 0o ...�.q�...o .Q 8 1?.OS•-O . 08 PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION 1/2" = EL. 0'-0" T.O. CONC. SLAB 1) 1 1LV2- RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL. CITY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 1 CC 1 42) (10 G ua CD Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordon Sheet Title: WALL SECTIONS © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. 00.0 OA EL, 32'-0" AFF TOP OF PARAPET • • PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0• / EXTERIOR SHEATHING — TYP igh SEE ROOF PLAN A2.2 W. BOTTOM OF DECKING Aak EL. 24'-0" ILI B.O. HEADER VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING — TYP 10" PRE FIN MTL TRIM TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. Adji EL. 18'-0" ILI B.O. WINDOW OPENING Agpi EL, 14'-0" T.O. MEZZ. FLOOR FINISH (GYPCRETE) Aak EL. 11'-0" B.O. CANOPY/HEADER 4" PRE FIN MTL TRIM 5' 5' • WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM 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 DRAIN TO STORM DRAIN PER CIVIL DWGS / r 5' • • 5' i r / / , 5' 5' 5' r r / • INTERIOR SIM , SLOPE 1/4" PER 1'-0" t�\ • 0010eb ' n°Q8 0�8 88°G8 t}°d. 88 .8.6Q 8 FOOTING PER STRUCTURAL WALL SECTION 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. O'-0" T.O. CONC. SLAB 1 /2" = 1'-0" jah EL. 32'-0" AFF 11-1 TOP OF PARAPET • / / VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING — TYP (VARIES) WIDE FLANGE BEAM PER STRUCT. AAA EL. 24'-0" ILI B.O. HEADER 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM / / 5' ok SEE ROOF PLAN A2.2 BOTTOM OF DECKING • X •5' • HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOS :T. ►G — TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. 5' //--- ROOF JOISTS PER STRUCTURAL KNIFE PLATE PER STRUCT. Ask EL. 16'-1" 11-1 B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J—BOX LOCATION. pm EL. 14'-2 1/2" ILI B.O. BRACKET oft EL. 14'-0" T.O. MEZZ. FLOOR FINISH (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME w C) CO 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 OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS INTERIOR SIM • SLOPE 1/4" PER 1'-0" °°GOQB &°�.8 8 8 Et,P.a.o4 6 :Q ora 0o'• e . QP 41 -111 FOOTING PER STRUCTURAL c2 WALL SECTION 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 41-) TOP OF PARAPET BEYOND `LI TOP OF PARAPET 6" PRE FIN MTL COPING SEE ROOF PLAN A2.2 Wu BOTTOM OF DECKING HORIZONTAL PRE FIN MTL SIDING PER ELEVATIONS 0/ 4" MTL STUDS ATTACHED TO CONC. WALL W/STEEL ANGLES. 4" MTL TRACK ATTACED TO 4" MTL STUDS ATTACHED TO CONC. WALL (CMU WALL AT BUILDING D) W/STEEL ANGLES 4" PRE FIN MTL TRIM 4" OFF LANDSCAPE EXTERIOR PLAN DETAIL #3 A2.2 IC 7=1 ro I— —1 SIDE OF CONC. PANEL COPING BEYOND WRAP ROOF MEMBRANE UP WALL 18" MI TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION CONCRETE TILT PANEL (CMU AT BUILDING D) SEE STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT INTERIOR T.O. CONC. SLAB PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION L fL RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER CC PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 07/19/2011 10/10/2011 a. lt cm bia 614 a; go gm Ca M 611 gE Mal Don co kb Numhn 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS ARCHITECTS TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 4'-3" 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 MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING 4. FACE OF HSS HEADER FACE OF BUILDING SIDING CANOPY PLAN TOP OF PAINTED GUARDRAIL TOP OF PAINTED HANDRAIL NOSING STAIR FRAMING PER STRUCTURAL CLOSED RISER � STAIR SECTION TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 4,-3" 7„ 2'-10" g. 11 11 it. ii li.. LOPE 1/4"11- ER -FT MIN:1 i.-. IT..... 1 I�� 1 L............_.......... _..._._.......... I I 11.......__ ..............._.............._-I it CORRUGATED MTL ROOFING PER FINISH SCHEDULE ----It:- NOTE: --: 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 1 -00 1 a, DOOR OPENING BELOW DOOR OPENING BELOW n2� CANOPY PLAN 3'-8" TOP OF PAINTED GUARDRAIL: 1-Y2" x 1-Y2" x Y8" HSS 1-Y" 0 PAINTED HANDRAIL. ENDS OF HANDRAIL TO TURN DOWN 14Y2" x 1—Y2" X Y8" HSS PAINTED STANCHIONS 3/4" 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 1 /2"=l'-0" SLOPING WALL 42" HIGH ABOVE STAIRS, TYP. AL EL. 14'-0" MEZZANINE CONTINUE AND TURN HANDRAIL AT CORNER EL. 9'-4" T.O. LANDING STAIR LANDING: EL. 0'-0" GROUND FLOOR k. OPENING IN WALL BEYOND WD POSTS PER STRUCT. (PAINT) STAIR FRAMING PER STRUCTURAL (PAINT) N 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 N PLYWOOD TREADS AND RISERS. PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. (4 TOP OF RUN HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN I I ± ►: 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 I.WNWTYP. TYPICAL STAIR DTL. © BOTTOM OF RUN 1-Y2" 0 HANDRAIL AT 3' 0" 1—Y"x1—Y"HSS STANCHIONS BOLTED CONNECTION TO STRINGER TYP. STAIR FRAMING • PER STRUCTURAL CLOSED RISER 3'-4 1/2" PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. i STAIR SECTION 1 /2"=l'-0" STANCHION NOT REQUIRED, WHERE ADJACENT WALL OCCURS AND IS 42" OR HIGHER ABOVE STAIRS PAINTED HSS 1-Y" x 1-3/2" x Ya" © 3'-8" O.C. CENTER POST ON STAIR TREAD, TYP. )1 PAINTED PLATE WITH (4) Y2" DIA. THROUGH BOLTS 4" O.C. REVIEWED FOR CODE COMPLIANCEROVE AP APR 17 2012 City of Tukwila BUILDING DIVISION PAINTED STAIR FRAMING PER STRUCTURAL R WASHER Yanx 2" x 0'.2" TYP. STANCHION AT STAIR 3'=1'-0' TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10x3 PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES ,> 7" '-10" 1I I COPEEr/47;ice ERFT,-M1N_ii__ li- t' tt_ CORRUGATED MTL ROOFING _.11__ PER FINISH SCHEDULE MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING DOOR OPENING BELOW • DOOR OPENING BELOW sco �r- FACE OF BUILDING CANOPY PLAN 1 /4"=1'-0" br 1 ECE VED JUL 212011 PERMIT C f' TER REMARKS PERMIT SUBMITTAL w Q o 1 T N CO O O z v.. Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordon Drawn By: Tom Jordan Sheet Title: CANOPY PLANS BUILDING DETAILS Sheet Number: A9.0 © 2010 FULLER•SEARS ARCHITECTS ELEVATION I - 1/2" // FLASHING RECESS WITHIN MTL SIDING AT MISC. PROTRUSION KNIFE PLATES & OTHER 2" 1" 1" 2" //// • (N 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. UJ 1 N -1q ELEVATION FLASHING DETAIL 1 1/2"4-0" 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 2" PRE -FIN MTL 'J' FLASHING EA SIDE N 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 1/2"4-0" 1" AIR SPACE -TYP. CMU PER ELEVATIONS OFFSET ONE CMU COURSE 1/2" - SOLID GROUT BLOCK FINISH PER ELEVATIONS MTL STUD FURRING WALL W/BATT INSULATIONBY FUTURE TENANT e 1/ d A v A EXTERIOR --i PRE -FIN. DRIP FLASH W/ , I 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. FLASHING DETAIL 1 1/2"4-0" EXTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. B SECTION 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 (7' HEADER DETAIL 1 1/2"=1'-0" 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. I minim, INTERIOR EXTERIOR PROVIDE SEALANT 0/ BACKER ROD AT EACH SIDE DO NOT OBSTRUCT STOREFRONT FRAMING'S INTEGRAL WEEPS TYP. 110 EXTERIOR FACE OF WALL BEYOND/Q 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 SLOPE 4, INTERIOR 5 0 0 C'�°f) 0 0 0, 8" 4 WALL BEYOND ALUM STOREFRONT A FIN. FLR a 0°0„ i4), °C ) 00°( STEM WALL DETAIL CO °( 0 Cf° Roo 1 1/2"=V-0" 12 5/8" GWB - FINISH PER T.I. 1,-0" ALUMINUM STOREFRONT PRE FIN BENT MTL TRIM 0/ 1/2" SHEATHING W/ MTL STUD BLOCKING V-0" EXTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. GRID INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS (3) HEADER DETAIL 1 1/2"4-0" EXTERIOR CONC. WALL JAMB BEYOND ALUM STOREFRONT SYSTEM SHIM AS REQ'D BACKER ROD & SEALANT SEALANT COLOR TO MATCH STOREFRONT - SLOPE SILL CONC. PANEL PER STRUCT. MTL STUD FRAMING PER STRUCT. CAULKING AND BACKER ROD EXTERIOR & INTERIOR - TYP. PLAN DETAIL 1 "=1'-0" EXTERIOR PREFINISH MTL. SIDING W/ NEOPRENE CLOSURE PREFINISH MTL. BASE TRIM W/ ' I HEMMED DRIP EDGE & CLIP 0/ BLDG. WRAP 0/SELF ADHERED MEMBRANE PRESS. TREAT. BLOCK'G. SEALANT & ROD CONC. CURB W/ 1" CHAMFER TYP. INTERIOR FIN. FLR 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP" PROVIDE CONT SEALANT AT BLDG PERIMETER - TYP. SLOPE 17 °000 0 U Cx° G0°0000 °0° 00 ° 0 0 0 c�0, D 002-6-1_ 8" 0 161 ° Of STEM WALL DETAIL 1 1/2"4-0" 1 1/2" INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT EXT WALL LIGHT 1 1/2"4-0" 13 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. EXTERIOR CMU PER ELEVATIONS GRID INTERIOR BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP ALUM. STOREFRONT PER ELEVATIONS HEADER DETAIL 1 1/2"4-0" EXTERIOR CMU WALL JAMB BEYOND 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 MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT SILL DETAIL 1 1/2"4-0" LEAD FLASHING, RETU INSIDE OF ROOF PENE AS SHOWN SEALANT INTERIOR WINDOW SILL PAN TL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT REVIEWER CODE COMPLIANCE APPROVED JUN 11 2014 • N RATINOtY of Tukwila BUILDING DIVISION DRAWBAND SET IN MASTIC IN MASTIC PREFABRICATED FLASHING ADHERED TO ROOFING MEMBRANE W/ COMPATIBLE ADHESIVE PER MANF. ROOF MEMBRANE SEE STRUCTURAL FOR ADDITIONAL STRUCT. SUPPORT AT OPENING REFERENCE FUTURE MECHANICAL/ ELECTRICAL PERMIT SUBMITTAL FOR ROOF PENETRATIONS AND LOCATION CONTROL JOINT DETAIL y4 ROOF PENETRATION EXTERIOR 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 1/2" PRE -MOULDED EXPAN JT MATERIAL, TYP AT BLDG PERIMETER. 4 r INTERIOR BOTTOM OF DOOR LINE OF FINISH MAINTAIN 1/2" MAX TRANSITION . d • G THRESHOLD DETAIL 1 1/2"4-0" EXTERIOR MTL. FRAMING PER STRUCT. W/BATT INSULATION 11 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 UJ V) E= s-oQ J w EXTERIOR N 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. jok EL (SEE WALL SECTIONS) T.O. STOREFRONT SEALANT 0/BACKER RODS SHIM WINDOW AS REQ'D TYP. _J J(2")( HEADER DETAIL 1 1/2"=V-0" EXTERIOR JAMB BEYOND GRID 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 Ems) SILL DETAIL INTERIOR MIMM INTERIOR 1 1/2"=V-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 GRID 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" = 1'-0" MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT e INTERIOR I )( )1 )( )( )1 )( )1 )I )1 ) )( )1 )( )( )1 II II II /I II 11 II 11 11 II II II II II II I I 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 1 1 I 11 11 II II III III II II 11 11 II ro �T V 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"4-0" INTERIOR RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER C a w C J *14 in U) IH o w a. 0 w H- 0 03/9/2011 07/19/2011 10/10/2011 04/07/2014 M col Imo I m co rate% hid (ID cts isom cp CD Job Number: 1005 MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By: Tom Jordan Sheet Title: BUILDING DETAILS 2010 ARCHITECTS 1 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 PSF FOR CORRIDORS ABOVE FIRST FLOOR AT SCHOOLS, LIBRARIES, OFFICES, AND HOSPITALS) FLOOR LIVE LOAD (STORAGE WAREHOUSES) 125 P5F STAIR LIVE LOAD 100 PSF PARTITION LIVE LOADING (OFFICES) 15 PSF (I0 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, 5DS = 0.51, SD1 = 0.11 INTERMEDIATE PRECAST SHEAR WALLS R = 4, 110= 2.5, IE = 1.0 SPECIAL REINFORCED MASONRY SHEAR WALLS R = 5, 110 = 2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES R = 6, 110 = 2.0, IE = 1.0 PLYWOOD SHEATHED SHEARWALLS R = 6.5, 110 = 2.5, IE = 1.0 SEISMIC RESPONSE COEFFICIENT: Cs= 0.211 DESIGN BASE SHEAR: V = 212 kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE ANALYSIS WIND 85 MPH, EXPOSURE "B", I A = 1.0, Kzt = 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. q. 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 15 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 S -10P DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS 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 REGISILKLP STRUCTURAL ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINE:R'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 IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT - SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DErERRED 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 WEE STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 51) 15. TILT -UP CONCRETE PANELS AND CONNECTION TO THE BASIC STRUCTURE SHALL BE PROVIDED AS SHOWN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLE1LV 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 CONCRE1E AND REINFORCING. CONTRACT i?R 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"O 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 SHEAR WALLS, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS AS 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 IS 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 AND ERECTION* 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*** 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, 5HEAR WALLS, STRUTS, 4 HOLDOWNS STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** PERIODIC AND PRIOR TO ALL CONCRETE POURS PERIODIC (CONTINUOUS FOR SHEAR NALL, MOMENT FRAME, OR OTHER SHEAR REINFORCING) PERIODIC AND PRIOR TO ALL CONCRETE POURS CONTINUOUS CURING 4 FORMWORK 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. EXPANSION BOLTS 4 INSERTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR 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 1104.5 ITEM 445, 1101.2, 4 AI50 341-05 APPENDIX Q 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 AW5 D1.3 1101.4**** 4 1106.3 TABLE 1104.4 ITEM 1 TABLE 1104.3 ITEM 5b TABLE 1104.4 ITEM 3 TABLE 1104.4 ITEM 5,641 TABLE 1104.4 ITEM 8,11412 TABLE 1104.4 ITEM 10 TABLE 1104.5.1 ITEM 1 THRU 8 1101.3 4 1106.2**** (SEE 1104.6.1 FOR ADDL. REQUIREMENTS AT HIGH LOAD DIAPHRAGMS) PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED ICC -E5 REPORTS 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 FIRE PUMPS, EMERGENCY GENERATORS, SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) 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 IBC 1108.4 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) ALL OTHER MECHANICAL AND ELECTRICAL COMPONENTS ASCE 1-05 SECTION 13.6 AND IBC 1108.4 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 rEET IN HEIGHT (IBC 1101.5) NOT REQUIRED REQUIRED FOR VERIFICATION OF CERTIFICATE OF COMPLIANCE LABEL ON COMPONENT (IBC 1101.8) REQUIRED (IBC 1101.1 4 1101.8) ASCE 1-05 SECTION 13.6 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 RESPONSIBILITY IN 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. GEOTECHNICAL: 15 FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR AS 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., SOILS REPORT JN10208 DATED SEPTEMBER 1, 2010. ALLONANGES: 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. AS AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL A5 REQUIRED AN ADDITIONAL 150 LINEAR [ZCT OF ANGLE 5x&x1/4 AND 15 LINEAR lEET 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 C FOUNDATION PLAN 52.2 BUILDING C ROOF FRAMING PLAN D opt *us reviewed for jlt i costfortatattie wItb the loIbtwittg. by the Jurisdiction: ;Structural Pro%'Isionb of the►` 8ulidl - Jtutt•structurui• Pro:isiunt of lb* latestuttIonal Butidiateede • firojoc4,appIhront is reeponsibk for casaformenre with all appIi abis oaaoditiorm. •of aitproial, and permit, requirements subject to' the requirements sett uu of the : • vcrtint authority. This revisor does not relieve the Architect And Engineers of !Word 'of th requittsibility kr a complete design in accosts/roe with the laws of tie: juriedictio» and flit stint of Washi `� y. Jarisdktiou e.' / w�19' -By Phk 1- r , Date t , 11 into- MIDDLE / r N. INC. Code Revisit, Consultant 53.1 TYPICAL CONCREIL DETAILS 53.2 CONCRETE DETAILS 53.3 CONCRETE DETAILS 53.4 PANEL DETAILS 4 PANEL CONNECTION DETAILS 53.8 BUILDING C PRECAST CONC. PANEL ELEVATIONS REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 54.1 TYPICAL MASONRY DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.2 TYPICAL STEEL DETAILS 55.3 STEEL DETAILS 55.4 STEEL DETAILS 55.5 BRACED FRAME DETAILS 55.6 BRACED FRAME DETAILS 55.1 CANOPY PLAN 4 DETAILS REMARKS PERMIT SUBMITTAL tit t 1 Q C) Tr 0 N o m 1 D 1 I t d r N CO d' IA CD 56.1 5HEAR WALL SCHEDULE 4 DETAILS 56.2 STAIR PLANS 4 DETAILS 51.1 TYP. NON -LOAD BEARING METAL STUD DETAILS g 8 3 1411 Farts ►n.,hits 1314 Statile"tbistaf1111 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET • SUITE 300 P 206/343.0460 SEATTLE, WA 98101 P. 206/343.5691 CO 'IS Lid CD leQ - 00 = OC Q W CO ler Job Number. 5101203-02 Date: JUNE 10, 2011 Principal in Charge: Project Manager. Drawn By. JEC TJG MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. © solo FULLER'SEARS ARCHITECTS 1 General Structural Notes 1 1 (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 IGC -E5 REPORT NO. 1g11 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC -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 ICG -ES ACCEPTANCE CRITERIA ACM. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS 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 EXPANSION BOLTS INTO CONCRETE: 1/2"0 EXPANSION BOLTS 5/8"0 EXPANSION BOLTS 3/4"0 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 ICC -ES 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 IGC -E5 ACCEPTANCE CRITERIA ACO1. 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. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH OF 2,000 PSI ON ALL SIDES OF EXPANSION BOLTS AT MASONRY WALLS PRIOR TO BOLT INSTALLATION. BOLTS IN MASONRY WALL SHALL COMPLY WITH RESTRICTIONS SHOWN IN DETAIL <M5N-105> AT HEAD JOINTS. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 1q. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITN RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERNISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH IGC -ES REPORT NO. 11611. 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 ICG -ES REPORT NO. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500-5D" A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH IGC -ES REPORT NO. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IGC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -E5 ACCEPTANCE CRITERIA AC508. 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 3/4"0 ROD OR #5 BAR 1"0 ROD OR #6 BAR 5" 1n q° 1-1/41'0 ROD OR #1 BAR 12" #5 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 ICC -ES REPORT NO. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IGC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -ES ACCEPTANCE CRITERIA (AC58 FOR NEN MASONRY APPLICATIONS, AC60 FOR UNREINFORCED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQQUIRED AT SOLID CMU. HOLES IN BRICK MASONRY t 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 AS 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"0 ROD OR #3 BAR 4" 5/S"0 ROD OR #4 BAR 5" 3/4"0 ROD OR #5 BAR 111 22. CONCRETE SCREW ANCHORS SHALL BE "TITEN HD" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2113 AND MANUFACTURER'S INSTRUCTIONS. 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 -ES ACCEPTANCE CRITERIA A0113. SPECIAL INSPECTION I5 REQUIRED FOR ALL CONCRETE SCREN 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. 1 CONCRETE: 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1805 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH EXPOSURE CLASSES (f'c) (AGI 3I8-08 TABLE 4.2.1) A. CONCRETE EXPOSED TO WEATHER 4,500 PSI MIN. (F1, 50, P0, Cl) B. CONCRETE EXPOSED TO EARTH 4,000 PSI MIN. (FO, 50, P0, Cl) (FOUNDATIONS, BASEMENT WALLS, ETC.) C. ALL OTHER CONCRETE 4,000 P5I MIN.* (FO, 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 AS 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 A106. REINFORCEMENT COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 -q8 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, DUCTILE FRAME MEMBERS, AND IN NALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A106. ASTM A615 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 PSI (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 AI85. 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-qq 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 (GOVER) 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. 25. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE MALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRANINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 261. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEW 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 IS PLACED (6,000 P5I MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM 010, LAID IN A RUNNING BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1800 PSI. MORTAR SHALL BE TYPE "5" IN CONFORMANCE NITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TM5602-08/AC1530.1-08/ASCE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS, DESIGN F'm = 1500 P5I 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 ® 32"oc. VERT. (2)#5 ® 48"oc. HORIZ. (SEE 16/54.1 ) 10" WALLS (SOLIDLY GROUTED) #5 @ 16"oc. VERT. EA. FACE (2)#5 ® 48"oc. HORIZ. (SEE 16/54.1 ) IN ADDITION, PROVIDE (1)#5 VERT. AT mic 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 NITH 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"oc FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE NITH ACI 530.1-08 TABLE 1. MAXIMUM HEIGHT OF GROUT LIFTS I5 5.33 ftIT. STEEL: 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND ACTION 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 RDIRENCE 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 RCICRENCE 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 SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN REFERENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO SO BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A4g0 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 2q CFR PART 1826 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED A5 REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING A5 REQUIRED PER SECTION 1q26.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. B. G. D. E. F. 6. H. WIDE FLANGE AND NT SHAPES PLATES, ANGLES, CHANNELS, AND RODS PLATES (NOTED GRADE 50 ON DRAWINGS) PIPE MEMBERS STRUCTURAL TUBING (H55 - SQUARE OR RECTANGULAR) ANCHOR BOLTS OR ANCHOR RODS CONNECTION BOLTS THREADED RODS FOR EPDXY GROUTED CONNECTIONS SPECIAL SHAPES (NOTED GRADE 36 ON DRAWINGS) ASTM SPECIFICATION Agq2 A36 A512 A53 (TYPE E OR 5, GRADE B) A500 (GRADE B) F1554 (GRADE 36) A325 -N A36 OR A301(GRADE C) A36 50 KSI 36 KSI 50 KSI 35 KSI 46 K5I 36 KSI 36 K5I 36 KSI 34. STRUCTURAL STEEL, INCLUDING PLATES, ANGLES, CHANNELS, AND RODS, SHALL CONFORM TO ASTM A36, Fy = 36 K5I. WIDE 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 K5I. STRUCTURAL TUBING (H55) 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 AS 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 A5 BETHLEHEM INDICATOR BOLTS, LeJEIJNE 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 FAYIN6 SURFACES. 38. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE AS 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. 1 REVIEWED FOR SDE COMPLIANCE APPROVED APR 17 2x12 City of Tukwila BUILDING DIVISION 11 REID MIDDLETON, INC. 001111110 8 REMARKS PERMIT SUBMITTAL I Q cDcom 41.- E; r O N o 1 1 d r N Cl, d' M co 1 4 A 4 I A 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 Qy Ce CC CA CC CO DIEN I Ca M Ca Job Number. S101203-02 Dote: JUNE 10, 2011 Principal in Charge: Project Manager. Drown By. EC TJG MRM • Sheet title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .2 o 2010 FULLER•SEARS ARCHITECTS ! 1 General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) 31. 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. SEE PLANS AND DETAILS FOR LOADING REQUIREMENTS. IN ADDITION, ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT A SINGLE 500 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 AS 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'-0" IN LENGTH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO 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 E10XX ELECTRODES. ONLY PREQUALIFIED WELDS (A5 DEFINED BY A.W.S.) 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 LON HYDROGEN ELECTRODES. WELDING WITHIN 4" OF GOLD BENDS IN REINFORCING STEEL I5 NOT PERMITTED. SEE 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, A5 DETERMINED BY ANS 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 AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -ES 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 ICG -ES REPORT NO. 4143. 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 GR. 1010 THROUGH 1020 (TYPE 2, Fu = 60 KSI MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.N.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 SSL SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CFL 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 STFFI CONFORMING TO ASTM A-416. AT NON-BRACED/MOMENT FRAME AND NON -STRUT CONNECTIONS, A1OG 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 #6 ALL-AROUND FILLET WELD SIZE 5/16" 3/8" 1/16" WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MC -11, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) (3x AND 4x MEMBERS) BEAMS AND STRINGERS: (INCLUDING bx AND LARGER MEMBERS) POSTS: (4x MEMBERS) • (bx 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = 100 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1000 PSI, Fv = 180 PSI E = 1100 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 110 PSI, E = 1600 KSI 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 KSI Fc = 115 PSI, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 6 TENSION STRESS CRITERIA. 46. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIfMENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERO 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. ESR -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 PGF 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 1 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 -108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, NALL 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 AFG-01. 48. 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 (56X) WITHOUT Na5IO2. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, HOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-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, AS SPECIFIED IN THEIR CATALOG NO. 0-2001. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT IGC -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 HOOD MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARING ON HOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) A5 MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED HOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (5BX) WITHOUT N05IO2 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 B615, 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. HOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: A. ALL HOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.1.1 OR CURRENT ICG -ES REPORT NER-212. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL HASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARING ON HOOD. INSTALLATION OF LAG 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 HALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR HOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LONER HOOD PLATES ATTACHED TO HOOD FRAMING BELOW WITH 1Gd NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2308.6 (EMBED 1"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.221" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF4PA SDPWS-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH lbd ® 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 lGd NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL AL MULTI -JOIST BEAMS TOGETHER WITH 16d # 12"00 STAGGERED. D. 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 CENILWLL) 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 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH l6d @ 12"oc. AT BLOC FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION IN ACCORDANCE WITH 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) C516 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOCKING MEMBER WITHIN THE BUILDING. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS 8d 0.131" x 2 1/4" 10d 0.148" x 2 1/2" FRAMING NAILS 10d 0.148" x 3" 16d 0.148" x 3 1/4" 51. ALL TIMBER FASTENERS IN CONTACT WITH HOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (56X) WITHOUT N05102, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. REID MIDDLETON, INC. \I 2-4'2. 2 REMARKS PERMIT SUBMITTAL B i l i DATE rim 0 N 0 co 1 III 1 oz r N M `1' Its CD 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 C/9 Adel esa ca eemm toom Ca as refli ion v -- Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: Project Manager. Drawn By. EC TJG MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .3 m sono FUIIER•SEARS ARCHITECTS 9- 1 1 N • 24'-1" I6'-8" 341-4" 34'-0" 34'-0" 34'-4" 16I-8" 24'-'1" b \p") 15/53.2 SEE PARTIAL PLAN - THIS SHEET FOR MEZZANINE FRAMING \p`° 14/55.2 11/55.1 [LI TYP. i``.' Ir tjr 15/55.2 f, F-2 F-3 F-4 P-5 F -i F-8 F -a 20/53.2 F- I 0 31..0 II 'I 5W-3 31_22" I _r - 24'-'1" in 'I 00 to 5" GMU oo oo 00 oo 00 00 00 51_0" 16'-8" lo Ij i 011 00 to to II IQ/5 4 5/56.1 r - 8/552 '1/56.1 Q/553 4/56.1 ♦ WI6x26 13'-8" 1/4I6x26 Viin6i#%� i� VV (NI 2/56.1 L_ [13'-8' 4/56.1 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. 13-8' 20/52 MEZZANINE FRAMING 1/8" =1'-0" WI6x26 [151-811] STAIR FRAMING PER PARTIAL PLAN OF 20/56.2 - 710 _J 20/54.1 V Lf SLAB -ON -GRADE PER PLAN NOTE I $ 2 REFERENCE EL.=O'-0" DATUM EL.:24.40' M J. PLAN NOTES. r -- J BLOCKOUT CMU WALL AS READ. TO INSTALL BRACED FRAME BASE It. GROUT BACK SOLID 0 M J. ir Q 0 I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH #4 @ 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 DRAMS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION $ 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 -I'-6", U.O.N. OVER EXCAVATE AND PLAGE 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. TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION FOOTING MARK PER 20/53.3 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/GIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 18/53.1 . 5. THE FLOOR SYSTEM CONSISTS OF 34" GYPCRETE TOPPING OVER 54" T*G SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ 10d @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ - I0d i . 12 "oc. GLUE SHEATHING AT ALL SUPPORTS IN/ 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 5HEAR WALLS BELOW IN/ (2) ROWS OF 10d @ 5"oc, EACH ROW STAGGERED. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW W/ (2) ROWS OF 10d ® 4"oc, EACH ROW STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS IN/ 10d ® 10"oc. EISMICC FORCE SI T1 G \SYSTEM LELEGEND. S GENERAL STRUCTURAL NOTE 14. MASONRY 5HEAR WALL THIS LEVEL Sw-X F -x PX HD 5 -EAR WALL THIS LEVEL PER SCHEDULE OF 20/56.1 BRACED FRAME PER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.8 CMU WALL PER 16/54.1 HOLDOWN THIS LEVEL PER SCHEDULE OF 1/56.1 BLOCKED DIAPHRAGM PER PLAN NOTE 6 -- / 404 I'1/54.1 0 8" GMU 51_011 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION • 7 3'-0" / SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING 111_0" f L_ 31_22" • -`i 15/53.2 (04 2/56.1 14/55.3 SIM. WI6x26 [I3'-8"] 16'-8" 15/53.2 24'-'1" �+yobV 40")'elfr '1/55.3 OPP. WI6x26 4114 ••44,. r • '1/56.1 4/56 WI6x26 13'-8' 13'-8"] 4/56.1 13'-8' 20/55.2 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. MEZZANINE FRAMING 1/8" =1'-0" 11 D 1� L' r 7 J 5/56.1 1'1/55.1 [L] TYP. REID MIDDLE ON, INC, FOUNDATION/FLOOR RAMING PLAN 1/8" =1'-0" 174- 8 8 REMARKS PERMIT SUBMITTAL I I IIIr I- M r O N o co 1 i 1 1 1 Z r N01) �!' M cD 41111 is1.2ff.412.4I71 F11.214.42.401 1411 had An., S.it. 1341 Suttb,Wtsii 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 COD elED CIS o MI QC~3 Q Z = ea M co °kat- = O ree Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: BUILDING C FOUNDATION PLAN Sheet Number. S2.1 © 9010 FULLER•SEARS ARCHITECTS 13/55.4 V A J T 5/55.3 8/553 18/55.4 W14x22 do do 0 do N do 4 do do 0 (53 do N do 4 WI4x22 [21'-01411] 11/55.4 [H] 5x5x% 3/55.1 NOTE 8 211-0/4f 11I6x26 STRU N 15/55.4 18/55.1 se 151/55.3 32G5N8.2K 1^1I4x22 [261-6%1 18/55.4 4 5x5x% CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 1418 CONDITION LNIkx22 [261-6%"] 20/ 5.2 EL] 11/55.4 12/5'..4 [H] [H] 1 0 0 O O - 13 T 32G5N8.2K -13 O (13N r - N x 11 r P 1 14/55.4 SIM. //%%///////////J//%%/%//%%%%/// / //%%%%%%/%%�%///////////////// O 20/55.4 -13 7 O "O 32G5N8.2K O "O 1/55.4 0 4 4/55.4 WI6x26 STRU SUPPORT FRAMING m < Lntil 15'/55.4 NOTE 18/55.1 14/55.3 -CIOxl5.3 [261-11/2"] 5/55.4 r 20/55.1 11/553 PLAN NOTES. I. ROOF DECKING SHALL BE 1%2" 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 IS/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. SIZES OF MEMBERS OF BRACED FRAMES APPEAR ON BRACED FRAME ELEVATIONS. 1. JOIST MANUFACTURER SHALL DESIGN JOISTS 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 FORCE 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 8. DESIGN BUILD MECHANICAL UNIT MAX. WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x% CONNECT 4 TO ROOF FRAMING * EA. OTHER PER 3/55.1 . SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND. SEISMIC FORCE RESISTING SYSTEM LEGEND. [x' -x"] TOP OF STEEL BEAM ELEVATION G=x" AMOUNT OF CAMBER REQUIRED AT BEAM MIDSPAN HIGH LOAD CONNECTION PER 10/55.2 r.o. 5Th. TOP OF STEEL EQUALS BOTTOM OF METAL DECK 4 4 4x4x% L -x MASONRY LINTEL PER 1/54.1 SEE GENERAL STRUCTURAL NOTE 14. STRUT DIAPHRAGM MASONRY SHEAR WALL THIS LEVEL BRACED FRAME PER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.8 DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORCE RESISTING SYSTEM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. T.O. STEEL EL.=261-1211 TrA N 4 do o O o -L N do 4 do do do 4 7 11/55.4 [H] OPP. .4 5x5x% 3/55.1 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TVP. WI4x22 [211-04"] 0 18/55.4 11/55.3 16/55.4 GI0x15.3 [261-1161 WI4x22 [26'-63/8"] /55.4 4 5x5x% CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 W8 CONDITION ti I NI4x22 [261-6%11] 20/55.2 [L] 12/55.4 [H] REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 13/55.4 City of Tukwila BUILDING DIVISION ROOF FRAMING PLAN 1/8" =1'-0" 1 c W W\.# [ REID MIDDLETON, INC. REMARKS PERMIT SUBMITTAL I I [ill21 - 6 . Lii CZ) r 0 N 0 co 1 I I 24'-1" 16'-8" 34'-4" - N Cl fit' 341-4" 16'-8" 24'-1" 34'-0" 34'-0" DECK OPENINGS SKYLIGHT PER ARCH'L TVP. SEE DETAIL 2/55.1 FOR /REINF. T.O. STEEL / PER 3/55.1 T 5/55.3 8/553 18/55.4 W14x22 do do 0 do N do 4 do do 0 (53 do N do 4 WI4x22 [21'-01411] 11/55.4 [H] 5x5x% 3/55.1 NOTE 8 211-0/4f 11I6x26 STRU N 15/55.4 18/55.1 se 151/55.3 32G5N8.2K 1^1I4x22 [261-6%1 18/55.4 4 5x5x% CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 1418 CONDITION LNIkx22 [261-6%"] 20/ 5.2 EL] 11/55.4 12/5'..4 [H] [H] 1 0 0 O O - 13 T 32G5N8.2K -13 O (13N r - N x 11 r P 1 14/55.4 SIM. //%%///////////J//%%/%//%%%%/// / //%%%%%%/%%�%///////////////// O 20/55.4 -13 7 O "O 32G5N8.2K O "O 1/55.4 0 4 4/55.4 WI6x26 STRU SUPPORT FRAMING m < Lntil 15'/55.4 NOTE 18/55.1 14/55.3 -CIOxl5.3 [261-11/2"] 5/55.4 r 20/55.1 11/553 PLAN NOTES. I. ROOF DECKING SHALL BE 1%2" 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 IS/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. SIZES OF MEMBERS OF BRACED FRAMES APPEAR ON BRACED FRAME ELEVATIONS. 1. JOIST MANUFACTURER SHALL DESIGN JOISTS 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 FORCE 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 8. DESIGN BUILD MECHANICAL UNIT MAX. WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x% CONNECT 4 TO ROOF FRAMING * EA. OTHER PER 3/55.1 . SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND. SEISMIC FORCE RESISTING SYSTEM LEGEND. [x' -x"] TOP OF STEEL BEAM ELEVATION G=x" AMOUNT OF CAMBER REQUIRED AT BEAM MIDSPAN HIGH LOAD CONNECTION PER 10/55.2 r.o. 5Th. TOP OF STEEL EQUALS BOTTOM OF METAL DECK 4 4 4x4x% L -x MASONRY LINTEL PER 1/54.1 SEE GENERAL STRUCTURAL NOTE 14. STRUT DIAPHRAGM MASONRY SHEAR WALL THIS LEVEL BRACED FRAME PER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.8 DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORCE RESISTING SYSTEM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. T.O. STEEL EL.=261-1211 TrA N 4 do o O o -L N do 4 do do do 4 7 11/55.4 [H] OPP. .4 5x5x% 3/55.1 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TVP. WI4x22 [211-04"] 0 18/55.4 11/55.3 16/55.4 GI0x15.3 [261-1161 WI4x22 [26'-63/8"] /55.4 4 5x5x% CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 W8 CONDITION ti I NI4x22 [261-6%11] 20/55.2 [L] 12/55.4 [H] REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 13/55.4 City of Tukwila BUILDING DIVISION ROOF FRAMING PLAN 1/8" =1'-0" 1 c W W\.# [ REID MIDDLETON, INC. REMARKS PERMIT SUBMITTAL I I . . . Lii CZ) r 0 N 0 co 1 I I 1.1 d - N Cl fit' 10 CO 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 PEE 1 Ca Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: BUILDING C ROOF FRAMING PLAN Sheet Number. S2.2 © 2010 FU[[ER•SEARS ARCHITECTS A 5 8 REMARKS 2 24 #4 I 24 I I $ REINF. SLAB 4 REINF. SLAB PER PLAN PER PLAN %4" x 2" SAWGUT OR PRE-MOLDED3i4"� 16" SMOOTH DOWEL !4" x 2" SAWGUT OR PRE -MOLDED 3/4"0 16" SMOOTH DOWEL CONTRACTION IN/ SEALANT EDGES JOINT - FILL (NO RADIUS = ALLOWED) x BAR 12 "oc, GTRD. ii SLAB AND BELOW LUBRICATE ONE END, INCONTRACTION JOINT - WI SEALANT TYP. EDGES JOINT - FILL (NO RADIUS _ ALLOWED) `V x BAR 12"oc, GTRD. ii SLAB AND BELOW JOINT LUBRICATE ONE END, IN - TYP. — #4 24"oc C3 x1® N 5EE ARGH'L FOR it x @I I8"oc CD < SLAB -ON -GRADE PER PLAN FINISHED GRADE LOCATIONS OF DEPRESSED SLABS (U#4 EAikit. NOSE o` ,♦ ♦; ��♦ �• ♦��.i •• �'— • $ �,: _:`;•g°•�••►� �;�_!;� •�o ..; ,• • • o •,.'c�•.`�;•�..° /4:1: ,::00 . •oi...o• ♦ SLAB -ON -GRADE DEPTH OF DEPRESSION 11 - I =111 II - - - I -III PER PLAN PER ARCM_ __ __= - - __ , SLAB REINFORCING SHALL =11=11=Ilt�lll - 11=1 #4 � _ ''•' -'`� 1.5 t MAX. SLAB REINFORCING SHALL NOT PASS THRU JOINT NOT PA55 THRU JOINT @ 18"oc E.W. � I I I � I I I = I I - Nitt_.,,_-1111 ♦iii�`+ ♦iii,,;, 0 ' �� CRUSHED ROCK BASE PER -� CRUSHED ROCK BASE PER PREPARE SUBGRADE PER SPECIFICATIONS PREPARE SUBGRADE PER SPECIFICATIONS SPECIFICATIONS CONTRACTION JOINT CONSTRUCTION TYPICAL SLAB PLACEMENT SEQUENCE SCALE: %'I =I'-0" LEGEND: SPECIFICATIONS CONSTRUCTION $ CONTRACTION JOINT JOINT �a ° • . • �'�°� ` ♦ vii♦ ♦* ♦ (I)#4 GOVT. TOP � BOT. ° g%1=��=��o°��°%'='��'�° • • 6" IIIIE1II-II=I1=I1=II-III I'-0" II I1=II-I1 NOTE: La 3004 2 MN . / 3003 3 CONFIGURATION OF STAIR (INCLUDING TREAD 0 (2)#4 BOTTOM AND RISER DIMENSIONS) PER ARGH'L 6" MIN. 3006 1 SLAB-ON-GRADE(I)#5- PER PLAN 1 I #3 AND TIES GROSS -TIES PIER @ 10"oc (WHEN PIER WIDTH SFGT/ON EXCEEDS 24" U5E NORMAL HORIZ. REINFORCING) ' _ " , 4. i...: SLAB STRIPS CAST FIRST _ - x 4'-0" EA. FACE DIAGONAL AT EACH NOTES: M..! .. .... INFILL STRIPS 2 A d '", ' t (2)#4 CONT. CORNER � I. REINFORCING WALL PLANS SHOWN I5 MINIMUM. 5EE AND WALL ELEVATIONS FOR LOCATE COLUMN ISOLATION CONTRACTION JOINT JOINTS PER 13/53.1 AT CONSTRUCTION/CONTRACTION JOINT t, ,., . CONCRETE •.. • ADDITIONAL REQUIRED REINFORCING. I8 x - ' � CONSTRUCTION 4 CONTRACTION INTERSECTONS � ,,i�=j�. i,91 d t{ t. k 3 ; f 4 i t 2. PROVIDE FOR ANY OPENING SIX SQUARE • (I)#5 EA. FACE AROUND FEET OR LARGER UNLESS OTHERWISE NOTED OPENINGS -EXTEND , � PIER � #3 T I2 I' o � MAX. AREA PER PLAN NOTES • WIDTH ON THE DRAWINGS. x @ oc 2'-0" BEYOND IS•BARS • • ` • OPENINGS #6 _' AT 3. FOR WALLS THICKER THAN 5" USE # °�/�•:• . ••_ ... °c4S��\T _ •:� �� ( I)#5 EA. FAGS BARS IN LIEU OF 5 BARS SHOWN: REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 I `, Fi � 9Sd � ie;i�L{ "' F f +,.all it yF��I +11 ♦ i....1 S .. - I loll_ I CENTERLINE OF PIER - _ (OMIT AT PIERS 12" OR LESS IN WIDTH) 3007 8 /t+2" / 3005 6 • F1� kV'M 3002 City of Tukwila BUILDING DIVISION 1 O CORNER MATCH BARS TO HORIZ. REINF. CORNER CROSS (ALT. HOOKS) BARSTO MATCH WALL HORIZ. REINF. 3'-0" MIN. D MINIMUM STRAIGHT DEVELOPMENT LENGTH ( I d) MINIMUM EMBEDMENT LENGTHS (I dh) FOR STANDARD END HOOKS CONCRETE OR CMU WALL0 O � _ = A. for general uses: f c - 3000 P51 f c 4000 to 5000 PSI 9 (I)#5 DIAGONAL ADDL. AT CONCRETE WALLS ONLY • r .• • - BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c - 3000 PSI f'c = 4000 to 5000 PSI 6 # 3 22" 11" Iq" 15" # 3 6" " # 4 1" # 5 3621 2282"" 25"" 24"II" # 4 5 � 810'1" q" " 31# # 6 43" 33" 31" 21" # 6 12" 10" #63" 48" 54" 42" #1 14" 121' 1 # 8 12" 55" 6211 48" # 8 16" 14" # q SI" 62" 10" 54" # q 18" 15" # 10 II" 10" • 11" 61" #10 20" 11" -+-"TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 216". 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 IFir e c ° = 1==II�III - 0.11=11:E.-.-.111uu o 9 Co.REINFORCING • ` NORMAL FOOTING ADDITIONAL WALL OR ■ n\ , -_-_-_- I I II VERT. BARS FOOTING PER PLAN•. - - ADDL. BARS TO V2" .• .. • .' : • MATCH NORMAL REINFORCING ISOLATION JOINT AROUND COLUMN, Q i TYPICAL °II CONSTRUCTION/CONTROL PLAN VEIN 3008 11 I 1111 1111 I 1111 I 1111 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: USE TABLES IV 4 V BELOW ONLY WHCRC SPECIFICALLY ON DRAWI N65. NORMAL FOOTING REINFORCING LINE OF EXCAVATION 3009 12 PLAN VEININDICATED JOINTS PER 10/53.1 3010 13 MINIMUM LAP SPLICE LENGTHS ( I s) (GLASS B) MINIMUM STRAIGHT DEVELOPMENT LENGTH ( I d) 0 = FOR BARS IN COMPRESSION f c 3000 P51 f c - 4000 to 5000 P51 I J— tn 0_ BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c > 3000 P51 # 3 28" 22" 24" II" it 3 o" # 4 31" 21" 33" 25" # 4 II" # 5 41" 36" 41" 31" # 5 14" it 6 56" 43" 41" 31" it 6 11" it 1 81" 63" 11" 54" #1 20" # 8 13" . 12" 81" 62" # 8 22" # 1 105" 81" 11" 10" # 1 25" # 10 118" 11" 102" 11" #I0 28" —1--_ : •:> S oP �" CONCRETE OR CMU WALL . < I k R o < . 0_y • • • •: •• • �C to ii--,--ii=11=I1=11E T II=11= =11=11=II�III ti II-IIII=II II=II II=II o 0 v v O4 o • I-:•' "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF F.1)1 U _E NI/ ( '.-. 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 A5 PIPE SLEEVES �CO o EXCAVATION NOT CO READ. - ADJACENT m BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. W R E I D ivI I D D L E O N , INC. ALLOWED BELOW ` ' J _m_ PENETRATIONS SHALL THIS LINE -i I11 1 l'-6" MIN. BE SPACED A MIN. OF (4) DIAMETERS ON CENTER UNLESS OTHER- " 2 -0 MIN. ♦ I sm 3000 216 WISE APPROVED BY THE STRUCTURAL ENGINEER I 3001 130 1 5 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 Q cm r I-, N o 4D I I 1 I 1 C3 r N M it U) CD 1411 Fend ►n., Suits 13114 Suttl.,Wtshigta 91111 Td.11i.412.4171 F21.246.412.448 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 DMall 1 ess wessoft US lad O Q ~_ CO = GC Q M = = If1 Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: TYPICAL CONCRETE DETAILS Sheet Number. S3.1 2010 FU©LLER-sEARS ARCHITRCT• I 1 I 2 I I 1 STEM REINFORCING FOOTING REINFORCING 1 H 51 is 52 tf VERT. HORIZ. TOP LONGIT. el. per arch'I I I 1 1 Io r Al CO Nf' IA t0 --s.� .- 11 = 11 11 111 el. = 0'=0" SLAB a REINF. UP TO 5' 1" 8" 11-6" 12" #4 @ 18" #4 @ 12" *5 @ 12" (4)#5 . •= ;:*� 1111 d � � PER 1/53.2 :yep , ry 24 1, IS TMP 24 r@ I6 oc ;. 5' 1" 8" 1'-6" 12" #4 @ 18" #4 @ 12" #5 @ 12" (4)#5 PLACE CONTROL > JOINTS ® 40'-0"oc MAX. AT WALL W/ • • O ° ° '� PROVIDE FREE -DRAINING MATERIAL A5 SPECIFIED 1' I'-0" 8" 2'-0" 12" #4 @ 10" #4 @ 12" #5 @ 12" (4)#5 SMOOTH DOWELS PER CIVIL DRAWINGS a SPECIFICATIONS TO MATCH HORIZ. • / / , o 8' I ILO" 8" 21-0"12" #5 @ 12" #4 @ 12" #5 @ 12" (4)#5 REINF. (GREASE ONE END) . '� .,> . �... ..tom....7V% o1 1' 1 11 -3" 5" 21-6" 12" #5 @ 1211 #4 @ 12II #5 @ 12II (5)#5 ��111�11=11=11= ' PER GENERAL STRUCTURAL NOTES III -. 1-.1I:=.1- =1== r_ — I — 11� -d11"' .� 10' I II 5" I_ II 14" 12" 12" II I -1 3 6 #b #4 ®#b 12 (5)#b __-w ± � x 11-11= - CONT. 11/2"x31" KEYED JOINT II 0 b11 \ \ ll' 2'-0" 8" 4'-0" 14" 4t5 ® 1" #4 @ 12" #5 (10" (706 gs- REINF. PER 1/53.2 FOOTING PER 1/53.2 �______ 12' 2'-3" 10" 4'-6" IS" #1 @ 12" #4 ® 10" #6 © 10" (06 BI B2 NOTE : MAXIMUM HORIZ. DESIGN PRESSURE = 35 PGF / MINIMUM ALLOWABLE BEARING = 3000 PSF COEFFICIENT OF FRICTION = 0.35 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 300 PCF /s / / 3011 5 3031 3 . 6 7 /2" PER ARCM.. POST PLAN PERABU44 W/ 1/2"4) EXP. BOLT EXP. JOINT OR MEMBRANE BOND BREAKER - - -.- -, -- -� 24 #5 I6 "oc WALL BEYONDIMMIlirl /0 ° .• x241—@ 'MT. 4 4x4x� W/ IIiI CONT. 1/2"(I) SLAB -ON -GRADE PER PLAN _ .11 W x x 4" STUDS @ 16"oc STUD WALL PER PLAN N -1E -1 - AT SIM. ANCHOR BOLTS PER GENERAL STRUCTURAL `.1:-.c;° • „P`�`t' ti ` _ NOTES (PER 20/56.1 AT SHEAR WALLS) EMBED 3" MIN. BELOW BOT. OF SLAB :761 REVIEWED FOR 111 CODE COMPLIANCE �l,Il �" PANEL PER PLAN #5 ®15"oc HORIZ. �t C4I 'oc REINF. PER APPROVED ____+____ - TWAS �r ELEVATION < SHEATHING PER 20/56.1 SHEAR WALLS (2)#4 CONT. TOP BOT. „ �- A APR 17 2012 #5 x L @ 12 ocAT 611 ��.1a• / a" TYP. �tt city of Tu�ovila 2x P.T. PLATE (3x P.T. PLATE AS REQD. PER 20/56.1) t / FOOTING PER PL6bUILDING DIVISIO - ............. • • • • a 11/53.2 (_ X X • X ,, ` \1 X X X X X X X 1, _ ' �j``.j:o• �• 111- I. •� :Iii°��'1_` o►► 11_b" 3029 °O°°.1,t4.-f: =fi 3026 #5 ® 12"oc EA. WAY I - �� = = . . . . . . o 10 BOTTOM 9 11 12 >'r 1 0 6" 311 8" STUDS PER 10/51.1 STUDS PER 10/5.1 RECESS AT OVERHEAD TRUCK DOORS PER ARCM_ DRAWINGS 24 #4 —I 24"oc BOTTOM TRACK 4" AT PER 15/57.1 AT 51M. SIM. " EXP. JOINT OR MEMBRANE BOND -BREAKER SLAB el. -ON -GRADE WHERE OCCURS - 0'-b" at ext, wall x @ BASE PER 15/53.3 , TYPE II (TYPE III AT WALL CORNERS) STEEL COLUMN PER PLAN SLAB -ON -GRADE PER PLAN #4 CONT. FINISHED GRADE SLAB -ON -GRADE el. = 0'-0" at int. walls s PER PLAN el. per plan <zv I el. per plan h II • % X 7 % , X X X X X 000 . • O°i.�il�.l�� ;� % % % % %o =_= o00o.. Z. (•1.1.0.62• • .%al •Wil. it* ----1 X I I d I I I 8••;-", °�o . d? 00 = J z_ = IIEI11 =11 = 1= _ _ =111E1111 (2)#4 CONT. TOP _ 111�III= = I I = I I = I I E� 1-1 _ — =11� J1� 11-11 el. per plan #4 12"oc HORIZ. z _ — el.per Ian #4 24"oc ael © el. •er •Ian @ (ALT. HOOKS) • �� • o `y a�' #4 11 r - _, 1 1 I6 oc VERT.'m j . zo I g REINF. PER ALT. HOOKS -- SCHEDULE ---r` LJ z 4- • Q ---- — —J (2)#4 CONT. EQ. EQ. FOOTING PER 20/53.2 3014 13 FOR CALL -OUTS FOOTING SIZE / I'-6" 3025 IN COMMON SEE DETAIL 15/53.2 PER SCHEDULE 3700 14 U.O.N. 6" AT SIM. 1 5 4" AT 51M. / 1 6 1 7 L L W ./DTH EPTH BOT .REINF. TOP RF/NF f�l' [ J [ �V� LE 1 BOTTOM TRACKC PER 15/5.1 LONG. TRANSV. LONG. TRANSV. PANEL PER PLAN REINF. PER ELEVATIONS - r - . I 7 ! -):i J1 3'-0" 21" (605 #5 © 16"oc 05 #5 © 16"oc !2" - 14 V --. EXP. JOINT OR MEMBRANE 1 i 8" 5I -0�� 30II 05 #5 © 10II oc (6)#5 4s5 ® I O" oc EMBED 4 PER 12/53.4 - LOCATE PER R E I D MID D L E T O iN , N C . BOND -BREAKER SLAB -ON -GRADE PER PLAN / 8 STUDS PER 10/51.1 (204 CONT. TOP #4 ELEVATIONS " PACK CONN. IN/ NON-METALLIC GROUT ' __,hr_ it 3/8"x3"x0'-1" 1"GROUT SLAB -ON PER PLAN -GRADE PRIOR TO BACKFILL It 1 11 14 x3n x0,- 5n 3�, V II II .- el. per plan ) 1J ®16"oc VERT. 545 V ALT. HOOKS EMBED 4 PER 13/53.4 - LOCATE PER ELEVATIONS 11 1 11 EMBED ff. 16"x6 "x i'-3" ° ••:.:/ ° •:;'IIIg ` � 11 1 I 1 -- = W/ (2) ROWS OF (3)#6 L D2L's 6"oc CONTINUE FOOTING 4 % % X X X :I- I 1 -EI I = 8" REINF. PER ADJACENT ..�, .,..�. I - __ ...I ._ el. •er •la — `�—��•• ° x @ el. •er •Ian #4 DETAILS ®12"oc HORIZ. REINF. PER 13/53.2 %2"x6"xl'-0" II 11 II - 4 - N IV 1141 I 1 lrZ W -‘= EMBED R. W/ (4)#5 x L D2L's _ 0— J L; 1 11111111 I I © 4"/6"oc to ILII -I1 -n -n -If 1 I I= I I- I I= I I • TOP REINF. PER c__ J__ _-� , Q FOOTING PER 11/53.2 . - . SCHEDULE �_ . • (3)#4 CONT. W/ #4 TRANSVERSE EQ. EQ. AT SIM. FOR CALL -OUTS �— WIDTH 3702 3706 1 1 BARS ®10 oc / 21-0'I 3012 IN COMMON SEE m DETAIL 20/53.2 `� 'I' PER PLAN BOT. REINF 52 1 9 \ 1 1 _ U.O.N. / � 20 ill PER SGHED. I a 8 REMARKS PERMIT SUBMITTAL ITTAL 1 1 1 8 1 DATE r r 01 p_ m 1 I I 1 1 Io r Al CO Nf' IA t0 10 4 4 z. C g lit 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 Im19 Ca Qea ~ = Ca mi cm W3 Z .�wet - 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 n BEAM PER PLAN BEAM DIAGONAL BRACE PER PLAN GOL. PER PLAN li "x I' -211x 1 1-2" 5�6 > 546 I/ T.O. FOOTING PER PLAN n 0 0 0 Zo -HCl I" Tr. '1 PLAN PLAN 14 3/" W/ (8)3/4"4) THREADED RODS 3/4" NON -SHRINK GROUT ANCHOR RODS SHALL BE EMBEDDED II" 11-4" I&" 546 > 4 DOUBLE HEX NUTS 3705 COL. d BASE It CONFIG. VARIES I" RIGID INSULATION EA. SIDE OF GUSSET it BELOW SLAB -ON -GRADE - 5EE 15/555 t.o. slab -on -grade COLUMN SIMIN .-. 11-4" / • • • / / WIDTH PER PLAN DEPTH BOTTOM REINF. TOP REINF. LONG. TRANSV. LONG. TRANSV. 7'-0" 31-0" (001 #6 @ 12"oc (V)#6 #b @ 12"oc 7'-611 3'-0" (8)#8 #6 @ 12"oc (5)#6 #6 @ I2"oc BRACE CONN. WHERE OCCURS I -4" II II II II ■-. • REINF. PER 10/55 REINF. PER SCHEDULE (6)ROWS OF (4)#4 TIES TYP. AT EA. + COLUMN REINF. PER SCHEDULE 5ECTION OFFSET TO AVOID SHEAR KEY BLOCKOUT A5 REQD. ISOLATION JOINT PER 13/53.1 AT COLUMN SLAB -ON -GRADE PER PLAN TOP REINF. PER SCHEDULE - SEE BASE DETAILS FOR ADDITIONAL REQUIREMENT AT 5HEAR KEYS x e l . per plan 0 v N x 1 . COLUMN $ FTG. STEEL COLUMN, SEE BRACED FRAME ELEVATIONS OF 555 BASE fE. PER BRACED FRAME DETAILS SHEAR KEY WHERE OCCURS PER BASE ft DETAILS eI. varies per plan IL x x x X JVoO- JO (V ryz U BOT. REINF. PER SCHEDULE REINF. PER SECTION Ib"± b"± WIDTH PER SCHEDULE $ PLAN 3701 10 11 16 12 17 13 18, L III Tr. " TYPE I STEEL COLUMN PER PLAN TRUNCATE BASE ft AT WALL ENDS / OPENINGS WHERE OCCURS - SEE NOTE 2 L/2 TYPE II TYPE II AT CORNERS T.O. CONCRETE WALL OR FOOTING PER PLAN FOR FULL BEARING (4)34'4 ANCHOR BOLTS -4 (CONFIGURATION VARIES) J STEEL COLUMN PER PLAN ISOLATION JOINT PER 10/53.1 SLAB -ON -GRADE PER PLAN l ao ° 1 00 II II II II COLUMN $ FOOTING BASE R PER 15/53.3 (TYPE I) 1" BOLT EMBED T.O. FOOTING EL. PER PLAN =11=11111 I1 11 II =11 E IIIE1II ��_��=��=llfElll IIIII=11-11 FOOTING SIZE PER SCHEDULE OF 20/53.3 REINF. PER SCHEDULE OF 20/535 3024 19, COLUMN 5/ZE TYPE I TYPE II TH/GKNF55 L W L W H55 5x5 12" 711 11" 6" 1/2" H55 6x6 12" 1" IS" 1" 3/4" NOTES: I. INSTALL OFFSET BASE ft AT WALL ENDS AND CORNER BASE tt AT WALL CORNERS WHERE REQUIRED. 2. WHERE OFFSET TYPE II BASE ft 15 REQUIRED, TRUNCATE (I) SIDE AND INSTALL (2) BOLT CONNECTION AT OPPOSITE SIDE A5 SHOWN. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 3030 15 b I, V1-9- MARK 5/ZE RE/NFORC/NC 3'-0" x 31-0" x 12" (04 E.W. BOTTOM O 4'-0" x 4'-0" x 12" (05 E.W. BOTTOM O 51_011 x 5'_011 x 1411 (5)#5 E.W. BOTTOM ADDL. (5)#5 E.W. TOP AT SIM. REID MIDDLETON, INC, 3023 20 REMARKS PERMIT SUBMITTAL IIIII Q m r r N o CD I I 1 I I d r N CO V Io CO ttii.laskiiitnU111 Ti1.243.412.4171 Fu.2K.412.4411 1411 hard kn., Smite 13U COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 U Idol co CZ CC QCC MCID as CED evmm Job Number. S101203-02 Dote: JUNE 10, 2011 Principal In Charge: Project Manager. Drawn By. JEC TJG MRM Sheet Title: CONCRETE DETAILS Sheet Number. S3.3 ® 4010 FULLER•SEARS ARCHITUCT• Y Lu 0 PERMIT SUBMITTAL I I I I I DATE 6/10/2011 VERT. REINF. PER PANEL ELEVATIONS VERT. REINP. PER PANEL ELEVATIONS [JJ*TENATE4HOOK 5IDE5 to 'EEI #3 `� "oc #3 ` CD x -EXTEND BEYOND OF THE #3 x ALTERNATE L @ TIES ®334 TIES 12" MIN, THE EDGE PIER 334"oc - HOOK 5IDE5 Ii6"•I'-o" 5 x . � -EXTEND BEYOND OF THE TIES @ 334"oc TIE5 12" MIN. THE EDGE PIER 37043703 116"=I' -o" 4 6 7 6 9 0 PER PANEL PER PANEL 0 ELEVATION ELEVATION OF EMBED , � COLUMN PER II �`� 1 PLAN (BEYOND) 0 �� ii, 'T1 ' � ' FILL BLOGKOUT IV .: NON -SHRINK GROUT AFTER INSTALLATION OF BASE T. , BASE It. PER 5/55.6 PANEL 3', CONN. PER,'. ,, FOOTING PER ELEVATION 0,s. _ PLAN II II t5 t5 ii t5 II 3100 10 I1 311 4" 4 bx4x3i8x0 1 II � #�'x8'x0 �' (2) 6 x 3 -o WELDABLE bx4x3i 48xl'-0" WI (3)#6x3'-0" D21.15DOWELS -a W/ (2)#6 x 3'-0" D21_15 1 111 6x4x% x I'-1" W/ (4)#6 x 31_011 WELDABLE DOWELS y 111 (4)1"4) x 4" STUDS 111 111 (2)1/2" x 411 �I VDS STUDS 111 111 (2)2n�x4" STUDS 111 (2)/2" 0 x 4" STUDS = • I i ___�_--LL--� ' I i L., I I I I 4 ---u---u---u--- 3 24" 2411 211 3" _ 2" , SECTION 3019 2" (5) @ 311oc 2" 4 SECTION 3022 2" 3" 3" 2" 3033 2" 3" 2" 3020 �, / / II`11=1L-o° '1 13 I' 011 SECTION II'�n�1'—o11 12 f11 QI ISL"•I'—l/" 14 / /l„ al ✓i.-GTION 11�11�11-00 SECTION 15 — 3i �`.. �,� � :� `� °x ;� ,� --4--T— REVIEWED BODE COMPLIANCE[`(•17 APPROVED APR . 1.I FOR 17 2012 !� JI)L I ��„ �/ 7 L ---1 Th L It "x4"x0'-8" BENT THUS: 8 11 EXTERIOR FACE II I i i 4x4x3/8 x 0'-b" City of 546V Tukwila DIVISION REI)ViDDL.._E..._TON, INC._ILQING >5V46 0 : IA7 1 s..�1 ft PER 14/53.4 EMBED ANGLE PER —1 15/53.4 .. _ s _ EMBED ANGLE c ., � PER 13/53.4 :: .. � ,. n 1 11 6x0 -5 REVEAL PER A :��L 4� t`� i.��#� r° i ii 11 �� E ANGLE �R ' �4 V BENT —� x0�" 8 4 ,, 4 '' .. `� / --4 EXTERIOR FACE 1 It ��.a J�es �, � PI 15/53.4 11 i i e5 i s e. Le5 I I X55 p II II E5 it y 4 :s REVEAL PER ARGH'L EXTERIOR FACE i I 0 3018 2 0 EMBED if. PER 14/53.4 V PER 20/53.4 © 3032 16 l REVEAL PER ARCH'L 0 3016 19b I EXTERIOR FACE 0 3017 16 , FOR GALL -OUTS 3015 IN COMMON SEE DETAIL 11/53.4 17 L Y Lu 0 PERMIT SUBMITTAL I I I i I DATE 6/10/2011 ,1111 to r N M git 10 CD 1411 Feud be.. hits 1111 Suttle.Nuiigtee11111 Te1.211.142.4171 F11.244.412.641 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300f . 206/343.0460 SEATTLE, WA 98101 P. 206/343.5691 VO 1 co'Nisi Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drown By. MRM Sheet Title: PANEL DETAILS & PANEL CONNECTION DETAILS Sheet Number. S3.4 ©90,0 FULLER•SEAftS ARCHIT•CT• .1 Q 0 N 4 in I6-8" 341-4" 34'-0" 34'-0" 341-4" I6-8" 11-4" 151-0" 31-011 Ill -0" I'-0" 41-511 / 41-511 P-10 4 0 0 in 31'-S I' P -s w LU 1/410 11 5 ® b"oc EA. FAGE #416"oc EA. MY EA. FACE S � 6 i P- I (5" THICK PANEL) LY_ 6 6 P-1 5/53.4 P-6 �l 31-011 15'-0" I'-4" 6 w 6 OPENING REINF. PER 8/53.1 , TYP. • •4 BI P-5 5/53.4 P-4 REINF. PER PANEL NOTE I, U.O.N. •• 31,-3" 6 #4 ®I6"oc EA. MY EA. FACE LY_5 6 EQ. P- I I (5" THICK PANEL) TYP. P-2 EL. = 30'-0" PANEL NOTES: ALL PANELS SHALL BE 51" THICK, U.O.N. PANEL REINFORCING SHALL BE #5 ® I2"oc VERT. CTRD. 4 #5 © 15"oc HORIZ. UNLESS SHOWN OTHERWISE ON ELEVATIONS. PROVIDE (2)#5 BARS AT ALL PANEL EDGES, AS WELL AS ANY ADDITIONAL REINFORCING SHOWN ON PANEL ELEVATIONS. PROVIDE REINFORCING AT OPENINGS PER 8/53.1 , U.O.N. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO FORMING PANELS. 3. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED. 4. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MIN. CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. ROOF 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. EL. VARIES SEE PANEL P -I 777 SEE PANEL P -I TYP. EL. = 301_011 ROOF EL. VARIES SEE PANEL P-10 SEE PANEL P-10 FOUNDATION PLAN EL. = 01-0" FOUNDATION PLAN EL. = 01_0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION S. PANEL ELEVATIONS SHOW OUTSIDE FACE. REFER TO ROOF $ 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 AS E.F. (EACH FACE), PLACE 34" CLEAR TO INSIDE FACE AND I1" CLEAR TO OUTSIDE FACE. LEGEND PANEL MARK. SEE KEY P -X PLAN FOR LOCATION PANEL CONNECTION SCHEDULE MARK DETAIL PANEL TO PANEL CONNECTION PER 20/53.4 PANEL TO PANEL CONNECTION PER Iq/S3.4 PANEL TO FOOTING CONNECTION PER 20/53.2 PANEL TO FOOTING CONNECTION PER Iq/53.2 P-5 P-4 P-5 Li REID MIDDLETON, INC. P-6 P -G1 \I P-10 ONION REMARKS PERMIT SUBMITTAL IIIIIII Q MID r. 0 N o I 1 1 1 I o r N CO '1' to (O ma IN 4 A COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET. SUITE 300 P: 206/343.0460 SEATTLE, WA 90101 F: 206/343.5691 Ce y CC Ca OC CO 415 era® ▪ CM▪ mmracc MCMCID Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: BUILDING C PRECAST CONC: PANEL ELEVATIONS Sheet Number, S3.8 m 2010 FULLER•SEARS ARCHITECTS 1 NO EXPANSION BOLT INSTALLATION THIS AREA, TYP. III WALL AT I LLI c2110 STOP HORIZ. REINF. JOINT (EXCEPT AT TOP OF WHERE LINTEL ABUTS PERPENDICULAR > WALL USE OPEN ENDED UNITS INSTALL CORNER BARS PER 15/54.1 ■�■�� SPL/GING $ DEVELOPMENT OF REINFORCING IN GROUTED MASONRY CONSTRUCT/ON WALLS OR REINF. STRUCTURAL AND ELEVATED FLOOR SOLID MORTAR KEY ROOF LEVELS WHERE PER GENERAL BAR TO MATCH TVP. NOTES CONTINUES) USING HALF-LENGTH VERT. BLOCK so r N CO LINTEL L -I PER ■�� CO a/S4.I U.O.N. MI II , Ina =m■I //////////////////////// /// // // '/////////////////// �/ #4x C W/ BAR SIZE LENGTH •p 180 STD. HOOK I //////////////////////////// • /// ////////////////////// AT EA. HORIZ. MASONRY WALL > S *4 25" PER PLAN ��II 2'_O11 II�� #5 40" `, ,r /I I;� m'nEXTERIOR U I EMIR #6 54" ��II MIN. IIi MORTAR 3/a FACE RAKE BACK PLAN VON CREATE VERTICAL JOINT BY (I) BAR TO MATCH *1 63" TYP. VERT. REINF. IN I MI I�� #8 12" '�'� I� / =_ i: /I� CELL ADJACENT TO SPAN OF USING HALF-LENGTH BLOCK iI UNITS OPENING - EXTEND TO I OPENING ' FLOOR OR ROOF ABOVE ��II III HEAD JOINT /o /I � ml� - GROUT SOLID I��I 21_011 I i ;. , i, �i �� ,I ,:.r, ILII j� �� /IEEE.. NOTE: MORTAR JOINT �L�•�.�i- i�T' �i'I� (2) BARS TO MATCH �� MIN.* I�� SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT ArArrirr -- TVP. HORIZ. REINF. WHERE POURS EXCEEDING 51-0" IN HEIGHT. CMU WALL �' 111 IB11 MASONRY BELOW OPENINGill * INHERE 21-0" NOT -- MIWAlrII I/ �/�/ �IFAR i� ELEVATION AVAILABLE, EXTEND A5 ��IWilli. A5 POSSIBLE AND 1__I�EXPANSION PROVIDE STD. HOOK OR MATCHING CORNER BARS � 4003 4 4000 5 NOTIFY ENGINEER FOR DIRECTION PRIOR TO INSTALLATION IF BOLT LOCATIONS 4006 FALL WITHIN RESTRICTED ZONES. 2 iwar 7,1 - r / 4001 3 NOTE: SEE PLAN FOR JOINT LOCATIONS. 6 7 o- VERT. REINF. PER PLAN, NOTE: / � / ; ELEVATIONS, GENERAL STRUGT. NOTES OR DETAILS LINTEL BOTTOM RE/NF SHEAR RE/NF D � � REVIEWED FOR CODE COMPLIANCE REINFORCING RUNS 24" , *5 an PAST ROUGH OPENING, / I / L -I * APPROVED EACH SIDE TYP., U.O.N. / / / 1 i .i / TOP HOOK OF SHEAR REINF. MAY BE OMITTED L-2 - - APR 17 2012 SEE 4/54.1 IF BAR I5 EXTENDED 24" L-3 _ MIN. ABOVE LINTEL _ City of Tukwila (GROUT SOLID) BUILDING DIVISION c (I)#4 WHERE * / CONT. TOP SHEAR REINF. NOT REQ'D. HOOK VERT. REINF AROUND BOTTOM REINF. it / I I / "D " " OVER 8 � � / � / TYPE THICKNESS HORIZ. REINF. VERT. REINF. i SHEAR REINF. PER n t Q � — // � / z / / SCHEDULE SCHEDULE NOTES: 8 '; TYP. U.O.N. 10 , TYP. U.O.N. 8° 10"(2) (2)#5 @ 481bc 5 @ 45 oc *5 @ 32"oc # 5 @ I6 oc E.F. ** i I. SEE 4/54.1 FOR TYPICAL REINFORCING AT OPENINGS. WI 811 (205 @ 24"oc *5 @ 16"oc N BOTTOM REINF. PER 1A1.2 5" (205 @ 4511oc *5 @ 24"oc E.F. ** o 2. WHERE SHEAR REINFORCING REQUIRED, PLACE FIRST BAR HALF O W SCHEDULE THE GIVEN SPACING OR %4 OF 'D' FROM WHICHEVER 15 LESS FACE OF SUPPORT, 4004 9 NOTE: EXTEND REINFORCING TO FULL HEIGHT OF WALL, U.O.N. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL HORIZ. BOND BEAMS REQUIRED AT FLOOR 4 ROOF LEVELS. 11 12 . PER %HED. OR GENERAL STRUCT. NOTES `y I 100121WAZIFAFAIMAKIII/APWATIVAIAMEIFAI AIMIIIIIM r 5/54.1 i/ o i i STOP ZONTAL REINF.SHORT OF **PLAN W/ VERT. REINF. EACH PACE SPLICE PER , TVP. / % CORNER CELLS STOP HORIZONTAL i ///////////////////////////// REINF. SHORT OF (I) BAR TO MATCH SIZE SPLICE PER 5/54.1 ., , CORNER CELLS OF TYP. VERT. REINF. AT /////////////////////////// INTERSECTION CELL i //////////////////////////////////// /iiiiiiiiiiiiiiiiiiiiiiiiiCORNER BARS SHALL 1... • (I) BAR TO MATCH SIZE / MATCH HORIZ. REINF. ///////////////////////////////fill/ HORIZ. VERT. REINF. IN ��•'��''• REINF. CONT. / / OF WALL IN/ LESSER OF TYP. REINFORCEMENT FULLY GROUTED CELL BARS SHALL -- PLAN kW VERT. REIN ;::1 CORNER MATCH HORIZ. REINF. -,_ (� �� [ b \ I OF WALL WITH LESSER REINFORCEMENT 4002 15 ', ST.I'! F�PlD �--- I 1,1;1`,/ l��r�IJllLE�i�t��!,, Ii�C. , 4701 16 • 16 17 I I • VERT. REINF. PER 16/54.1 Py/DTH DEPTH •BOT. RE/NF TOP RE/NF. LONG. TRANSV. LONG. TRANSV. OR GENERAL STRUCTURAL NOTES NOTE: 3'-011 16" (505 *5 @ I6"oc -- -- SLAB ELEVATIONS VARY 5'-0" 30" *5 *5 PROVIDE' WALL REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES w' dom.A. m.........m.r.��.w...........r•� AT SOME LOCATIONS 05 @ I4"oc (605 @ 14"oc / 5" MASONRY WALL PER "EXPANSION X211 i i PLAN W/ REINF. PER JT. EXP. JOINT OR MEMBRANE BOND- BREAKER AT WALLS i i / // PLAN 4 16/54.1 / MEMBRANE BOND BREAKER AT WALLS —�-'� 10" MASONRY . - ro STD. 150° p HOOKS ON i / SLAB ON GRADE / 8" OR WALL / PER PLAN W/ REINF. PER �AF�IV�KIIPMA IIIIIII��IFIVAPIM ��MAIMAIII��AWIFIFAI• HORIZ. KEINE PLAN / DOWELS TO MATCH / / SLAB -ON -GRADE PER PLAN / / MASONRY WALL VERTS. PER PLAN PLAN 4 16/54.1 (ALT. HOOKS). , x ° c)o�' l . 40 %-- I I = I I I I I ADDL. VERT. BAR TO MATCH MASONRY WALL VERTS. - INSTALL MATCHING �� x x x x• /, x— x o x x X III ——.11E -_-.11.E. Ix —x oma ° o:,.;.. `/ ... �� .. , i • o ° 4.:..• . , $.. ��•, c� DOWELS TO eI.per Ian P V I I I =11=" =11= V I I I MATCH MASONRY • • -11-11 11-11- WALL VERTS. (ALT. HOOKS) zo d 4, DOWEL TO FTG. W/ STD. �o FOOTING PER ' � — BELOW I HOOK AT BOTTOM PLAN ��1��MAIMAIKAK �M�II��IIII�II��AI��A�AIIIIIIIII�M�� , I V VERT. REINF. EACH FAGS 4702 1 I 20/54.1• •TOP REINF.•• PER SCHEDULE EQ. 511 EQ. 4 3028 1 g BOT. REINF. PER SCHEDULE / 3027 OR 10i WIDTH PER PLAN 2 0 I , (31-0", U.O.N) REMARKS PERMIT SUBMITTAL III III LLI c2110 I'm r 01 O 'N u l l o r N CO 11' IA CO ., Slits l314 Suttle,Vitchigtesflll id.Nf.N1.A71 Fu.N{.U2.44I COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET. SUITE 300 P: 20613434460 SEATTLE, WA 90101 F: 2061343.5691 eith yZ m O Q1—, co Psim Q Z Ca Q= OC I nII9 W3 CB ® Z -1 oX CD 0 _ 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 © 5010 FULLER•SEARS ARCHITECTS 8 5 8 REMARKS PERMIT SUBMITTAL I 1 DECK SPAN w /• DIRECTION I I I. MAXIMUM DECK SPAN = 8'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). DATE D DECK SPAN 0 DIRECTION / bx4x5�i6 (LLV) 0 r 5x3x% CO PUDDLE WELD LOCATIONS USE HEAVIER GAGE WHERE DECK REO'D FOR SINGLE SPAN CONDITIONS CD Zo < 44x3x%4 (LLV) OVER T -O" c. to c. 0 0 4 6x4x546 (LLV) �# 6x4x5f6 (LLV) PLAN V/ElN 0 a'S 4 5x3x 4 EACH SIDE -cl 2. PROVIDE (2) ROWS OF (V) 1/2" EFFECTIVE PUDDLE WELDS PER SHEET TO ALL STEEL STRUT 4 BRACED FRAME BEAMS PERPENDICULAR TO DECK FLUTES. o 4 5x3x% o PLAN VEIN PROVIDE (1) %2"� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER I" MIN. Zo \ 4 SUPPORTS PERPENDICULAR TO DECK FLUTES. m 100 °IXE� 3x3x%4 3. PROVIDE 1/2II EFFECTIVE PUDDLE WELDS AT II TO ALL STRUTS AND EACH SIDE oc 4 5x3x4 typ BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK TYPE .r. ASG 5-36) OR YERGO H55-36, 660 GALVANIZED ORIENTATION CHANGES. PROVIDE 16"4) EFFECTIVE PUDDLE WELDS @ 24"oc ,.,, 3 , �6 3 �b \ Y/ 1'FOLLOP(/NG MIN. PROPERT/F5: TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4 6x4xWe, (LLV) .., -l� (- .r PANEL WIDTH = 36" 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES (4)24"oc. 3 �b I\ NOTES: --/L SECT/ON L ALLOWABLE SHEAR CAPACITY REQUIRED = 552 plf 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING 1.0.15.0.r 22GA. 18GA. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. ____ - —i ____ I. WELD DECK TO ANGLES W/ 16"4) PUDDLE WELDS @ 6"oc 2. NO REINF. REQUIRED FOR SINGLE OPENINGS 4II or 3. LARGER OPENINGS MUST BE COORDINATED W/ ARCHITECT 4 ALL AROUND OPNG. or LESS. 5001 4 ENGINEER. I = 0.175 in.4 I = 0.302 in.4 5 - +0.180/-0.155 in.3 S = +0321/-0335 in.s 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 MEGH L FOR ADDITIONAL INFO. 5000 5 typ. SECT/ON NOTES: J I. WELD DECK ALL AROUND L 54 I J TO ANGLES IN/ 1/2"c1) PUDDLE WELDS @ 6"oc OPNG. Skylight �I ht SUpp L 51 13 ort Framing 2 7 el. per arch'I attach per deck notes • DECK PER PLAN ANGLE STRUT 5GHEDULE„-_ LOAD - 5EE PLAN ANGLE SIZE SPLICE PLATE SPLICE PLATE WELD CONT. 4 4x4x%4 IN/ '2°d) EXP. ANCHORS PANEL PER ELEVATION UP TO 18k 4 4x4x1/4 %4"x3/2" 34"x1" TOTAL LENGTH REVIEWED FOR CODE COMPLIANCE @ 24"oc (EMBED 4") MIN. OF (3) BOLTS PER PIECE NOTES: I. k" 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 APPROVED APR 17 2012 City of'Nitwit BUILDING DIVISION NOTES: I .; I. PROVIDE BOLT HOLES @ 12"oc IN STRUT 4 y �ANCILLARY ANGLES FOR FIELD FLEXIBILITY. ANCILLARY ANGLE MAY BE SUPPLIED IN10 LENGTHS 4 CUT IN FIELD. IIIIIIIIIIIM-{ j ae 11 12 lc:1W— SECTION si. ‘\*b. 'f' : ATTACH DECK TO ANGLE STRUTS PER DECK NOTES. per schedule > V —i---SPLIC- w , R PLAN vii SCHE SMALL F : }SED ON MAY BE 11/2" FILLET WELD IN ANGLE LIEU OF 1/2"c1) PUDDLE. SECTION I.343"x3"x1'-O" . per deck LEDGER 4 PER DETAILS PANEL JOINT -'; -' r -19 welding notes SECTION ROOF PER PLAN DECK I 54)N) /11 T� 1 A301 @ 24"oc ANGLE STRUT PER ANGLE STRUT PER PLAN 4 SCHEDULE r id's 7 r"' AT LOCATIONS WHERE LOW FLUTE DOES NOT ALIGN IN/ PLAN 4 SCHEDULE ANGLE STRUT,INSTALL ANCILLARY . PROVIDE SPLICE INSEGT/ON 4 3x3As FOR DECK WELDING I" MAX. SIMILAR MANNER TO CONNECT JOIST PER PLAN WF STRUTS TO ANGLE STRUTS 5105 14 ANCHOR BOLTS -o PER DETAILS ` I' -6"I'-6" • „ MIN. N. MIN. 5011 '.56) E V LE , [Ei; 15 16 L 17 I <per deck notes DECK PER PLAN - ORIENTATION VARIES PLACE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT R E 1 D M 1 D CI L E f O N, I %I C. OF BOLTS IN WHICHEVER SET COMPLIES W/ / RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES TYP. BOLT SPACING (DECK DIRECTION VARIES) % / �� / 411 e 1. varies �! `:, SECTION NOTES: TYP. /:: �% .d- to. masonry/ / ,.i 1: • :.1 : ;� I. 3/".0 A301 ANCHOR BOLTS MAY BE SUBSTITUTED LEDGER /::: ' er Ian/arch'I �. �::9 • I I-:.:..:: 1/2"x616" 4 4x4x%4 CONT. W/ ON AN EQUAL BASIS WITH EXPANSION BOLTS. 34" f� EXP. BOLTS @ 24"oc SECTION TYP. W/ 43/4" EMBED. (MIN. 3 2. LEDGERS TO OCCUR @ ALL INTERSECTIONS BOLTS PER PIECE) OF DECK 4 MASONRY WALLS, U.O.N. REINF. PER ;:.;.• ..:. / / :''' :••''':. `: _'' ' /...:.....:.:.:...: � � y. / / 'h.. z' � z pili �' p p (follows roof at Sloped locations) / /::' ; .: II .: °:.... II.. �5:.:.':: :..::...::.... : % � EMBED GOVT. W/ %2" x 6" STUDS @ 24"oc, TYP. MIN. 5" BOND BEAM PER - GENERAL STRUCTURAL NOTES, U.O.N. / / / / / ` 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL GENERAL .. . WOULD OTHERWISE BE LESS THAN 416",USE STRUCTURAL NOTES LEDGER W/ LONGER VERT. LEG. NOTE: GUT BLOCKS AT TOP OF_z___1,___/4_7PER WALLS TO MATCH ROOF SLOPE. MASONRY WALL PLAN - 4007 1 1/2 -1-o 1 � I 4. EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 P51 STRENGTH PRIOR TO BOLT INSTALLATION. 24 �....W..a..sf I 4005 I I/2 =1-0 20 8 5 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE 6/10/2011 1111, 0 r N CO I' IO CD 1411 had Ma., Suits 1141 Suttle,111illiirette4141 itl.2U.4$2.0170 FR1.244.482.4 01 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 30D P: 206/343-0460 SEATTLE, WA 98101 F: 206/343.5691 pen I COD hu MX co dCA CC M Atial Emma CO M 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 ©2010 FULLER•SEARS ARCHITECTS • 1 I 2 I 1 I . 1 LiJ MCI r r N O WORK POINT e FACE OF SUPPORTING MEMBER 3" MAX size - STANDARD BEAM CONNECT/ON N CO BACKING BAR IA t0 per schedule "x3/811 \ 3/55.2 for BOLT SIZE NO. OF PLATE WELD MAXIMUM REDUCED PER PLAN I BEVEL .r I/2 i �� I see BEAM SIZE (A325N) BOLTS THICKNESS SIZE CAPACITY (LRFD) CAPACITY (LRFD) skewed connections U.O.N. t i. 4 CONN. PER 5/55.2 34"0 ---- CS, GIO, W8, WIO 2 4" 94" 24k Ilk (tW=0.17") 1111.1.WW/INir®3"oc BEAM SIZE PER PLAN WI2, WI4 3i "v 4 3 411 3,�6" 35k 34k (tw=0.2011) - 111 WI b 3/4" 4 4 11 3 114" 611 52k N/A imstakwlirma- IL WIS, W21 341I� 5 411 3�(6" 65k N/A , ir.'4, � *,46' W24, W27 34"O 6 4" 3611 Ilk N/A BEAMS '' 11� PER PLAN L W30, W33 3jq 1 4" 546" 51k N/A `� SHEAR PLATE SIZE COPE BEAM FLANGES ,0 ce AS REQUIRED `, �0 kV 4 t = THICKNESS OF . AND BOLTS PER NOTES: SCHEDULE I. SEE 10/55.2 FOR HIGH LOAD CONNECTIONS WHERE SPECIFICALLY NOTED ON PLAN (SEE LEGEND ON 'STD. PLAN SHEETS) OR DETAILS. CONNECTION T. 1211-1,-0„ 5009 3 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 15 NOT COPED OR WHERE WEB THICKNESS EXCEEDS MINIMUM SHOWN. 5002 5 6 WI4 OR DEEPER INCOMING BEAM PER PLAN ot nc x o "m STIFF. I. 4"x3" EA. SIDE r I 0 0 O o WHERE SUPPORTED BEAM 15 WI4 OR DEEPER HIGH LOAD STIFF CONN. PER 5/55.2 EXCEPT CONNECT/ON TYP. T. AT EXTEND DOWN A5 SHOWN (USE ` SIDES WHERE NO INCOMING TYP. CONN. PER 5/55.2 n v "� FACE OF SUPPORTING MEMBER BEAM SIZE BOLT SIZEWELD NO.OF BOLTS PLATE THICKNESS MAX. CAPACITY BEAM WHERE SUPPORTING BEAM I5 1 3/ BOLTS (2) 4 (4)34"� BOLTS /� 12" (A325N-5G) U.O.N. (GRADE 50) SIZE (EKED) OCCURS I WI2 OR SHALLOWER, U.O.N.) `n d @ BEAM GAGE ® BEAM GAGE 3" i / BEAM PER PLAN W8 WI 54%0 4 %211 546" 31k 111 \per 1" IS 5/55.2 - _ , �� -IN WI2, WI4 411 / 0 6 i ,I /2 5 11 �i6 62k 4- 1211 i 1211 SFGT/ON 1 AIT INCOMING / �! TYP. 34"0 8 X2" 54" 15k BEAMS PN/ STANDARD CONNECTIONS I II ._\_. -\- WIB, W21 WO 10 16u 546" 118k WI4 OR DEEPER 3 MAX. u.o.n.> _ -- - ®3II oc 3�6 i I i W24, IN27 3/4114) 12 2" 54" i 142k PER 10/55.2 .0`I • W30, W33 3/¢"0 14 X11 54" 166k \ per2I \ t I ° ° i Il BEARING /2 tyP• _ 10/55.2 = I t o 0 I I 4 I � �' ft NOTES: 1- 1 I PER SCHEDULE I < STEEL COLUMN size per schedule I. PROVIDE MINIMUM ' TYP. STIFF AT 1 PER PLAN OF CLASS A FAYING SURFACE ON . 4 BEAM WEB FOR 3/55.2 for SIDES WHERE NO I I > ( see INSTALLATION OF SLIP CRITICAL BOLTS. THICKNESS 4 BOLTING PER io. skewed connections 2. HIGH LOAD CONNECTION REQUIRED ONLY WHERE SPECIFICALLY INCOMING BEAM -y-``- 10/55.2 (USE TYP. CONN. PER NOTED ON PLAN OCCURS SECTION B M5 EA IN/ HIGH H 10/55.2 WHERE SUPPORTING BEAM 15 WI2 OR SHALLOWER, U.O.N) INHERE BEAM STOPS INHERE BEAM 2 AT INCOMING LOAD GONNSGT/ONS CONTINUOUS 5006 8 V SLIP CRITICAL BOLTS (SEE LEGEND ON PLAN SHEETS) OR DETAILS.PER SCHEDULE IN STD. ROUND HOLES 3. WELD SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - SEE GENERAL STRUCTURAL NOTE 40. 5003 1 0 11 per 5/55.2 \ (per 10/55.2 at per 5/55.2 \ (per IO/55.2 at STIFF. Is.'s PER 8/55.2 31/2" AT STANDARD CONNS. I high load 9/6"x31/2"x01-1" 6" AT HIGH LOAD CONNS. conns) I. IN/ (2)34 BOLTS ®3 oc SEE 8/55.2 AT I'-0" U.O.N. BEAM PER PLAN I high load conns) INCOMING BEAMS PER PLAN per 5/55.2 BEAM BOTH SIDES WHERE OCCURS er 10/55.2 at (per 10/55.2 r / , at BEAM PER V PLAN, high load conns.) �%. ; ��0 0 e I high load conns. TYP y J = W8 or WIO BEAM , ° " I " PER PLAN i � I �` L` 0" I �°4. i 0 1/I to of -NL 54i °0 J; ft SIZE 4 BOLTING PER 5/55.2 (PER 10/55.2 r I REVIEWED FOR CODE COMPLIANCE. APPROVED APR 17 20123 City of Tuih BUILDING DIVISION WHERE HIGH LOAD CONNS. BEAM PER PLAN 311 SIZE BOLTING INDICATED PER PLAN BEARING it %2" MAX. ti`- PER DETAIL 5/55.2 BASED UPON SMALLER OR DETAILS) BEAM PER PLAN .f6 V BEAM SIZE (PER 10/55.2 WHERE HIGH LOAD CONNS. '-"-' TYPICAL AT PN8 It IYIO BEAMS T. SIZE 4 BOLTING PER 5/55.2 (PER 10/55.2 WHERE HIGH LOAD CONNS. 'Yi} �J �� - �� INDICATED PER PLAN STEEL COLUMN > PER PLAN I.< INDICATED PER PLAN OR DETAILS) i 0 1 ° I1 10 1 `, I I 01 1 I } , ; `�„ OR DETAILS) 5004 12 (4)3/4" BOLTS I ® BEAM GAGE 5008 ,--, 5010 13 14 REID iMIDDLETON!, INC. 15 16 II, III 11 I5 III III - m i,"/ m frit, --s. • --s.-� %2"xb"x10" 1/2"x6" 90 T. SIZE 4 BOLTING < EMBED 4 EMBED T. xIcol PER 5/55.2 U.O.N. I \ , FOR WS WIO , NOM. BEAM DEPTH a 5/55.2 ti0 W/ (4) STUDS FOR WI2, 0114,I4, WI6 R THICKNESS BOLTING I► per ei >,i \ (per 10/55.2 W/ (6) STUDS PER 5/55.2 / 3" MAX. I at I -I-INw -14 / STRUT BEAM PER PLAN, I CAP %4" AT TOP high load conns.) I " _ 11' _I ,1 ' 3 11 BEAM PER PLAN EA. SIDE � II 5rf6 OF COLUMNS BEAM PER PLAN -�� ,611, cn k_ COt -0 111® I I r �� I -_-u O O I• O 0 - t �, z c(1 I= NMI - ---i_1 0 O 1 1 j 00 1° 0 , `, ° 1 0/ L. < EMBED it 1/2"x1" x EMBED r2'Ix1" � x I NOM. BEAM DEPTH NOM. BEAM DEPTH S. HORIZ. SHORT EMBED R I BEAM EACH SIDE ZO • a FOR WIS W21 FOR W24 W27 SLOT HOLES INT. KERF I HIGH LOAD CONN. 4 W/ (5) STUDS W/ (12) STUDS It SIZE 4 BOLTING WHERE OCCURS PER 10/55.2 WHERE , l- ��per . 5/55,2 PER HIGH LOAD CONN. I < STEEL COLUMN PER PLAN INDICATED ON PLAN _ cy - NOTES: > SCHEDULE OF 10/55.2 STEEL COLUMN PER PLAN „ OR DETAILS ON ONE SIDE OF COLUMN ONLY FACE OF GONG. WALL I. ALL STUDS SHALL BE WO x 41/2" U.O.N. 2. HORIZONTAL DISTANCE FROM EDGE OF CONCRETE TO CENTER OF NEAREST STUD SHALL BE 6" MIN. 3. PLACE EMBED . IN WALL SUCH THAT ATTACHED T. WILL BE HORIZONTALLY AND VERTICALLY CENTERED. 5007 1 INHERE HIGH LOAD COINS OCCUR ON OPPOSITE SIDES OF A H55 OR PIPE COL. TYPICAL 5005 , 20 8 REMARKS PERMIT SUBMITTAL 1 . . 1 LiJ MCI r r N O aim e o r N CO e1' IA t0 1411 Fasts Iva., kit' 13U Sattls,Wasbiagtea11111 T4I.2/4.412.4171 Eu.214.482.4= 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 Dorn I 64 CID M Ca CP.1 era® ca VID co CD CD 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 FU© LLER•SEARS ARCHITUCTS 1 I I I el. varies I ' ' / . I DATE if - lc oi O r Co per arch') TILT PANEL PER ELEV. IIII / / / / / / < MASONRY WALL PER PLAN 4 4x4x%4 W/ z r < -UP 3�f6 > '� M t0 4 4x4x%4 � � <. �_ / / / / / / CONT. s4 "4) A.B. @ 8"oc ON EITHER 510E OF EA. STRUT per deck per deck CONT. IN/ welding notes welding notes 3/4" A.B. @ (Vac ON EITHER SIDE OF EA. STRUT _ �- �..�a.._ -- - � - (34"4) A.B. @ 32"oc AT _ (5/44A.B.@36ocAT �'==1 4 ALL OTHER LOCATIONS). i� O I .o - �, ALL OTHER LOCATIONS). ---•0 l Y 4 a A �• / / EMBED BOLTS 6" 4 HOOK_ AROUND REINF. A5 SHOWN —'� '' 11 - N EMBED BOLTS 4" $ HOOK AROUND REINF. A5 SHOWN rrr III " r NOT AT SIM. / / HORIZ. REINF. PER GENERAL 3 V rr #5 CONT. / / i / , STRUCTURAL NOTES�6 JOIST PER PLAN R. 3/e" W/ (1)9/4"4) BOLT 4 4x4 STRUTS PER PLAN - EXTEND MIN. 2" OVER JOIST__H,___ 5025 5 — FOR GALL -OUTS IN COMMON SEE 5104 DETAIL 5/55.3 3 6 ______, _____, PER EMBED T.3/8"x4"xl'-4" W/ (2)34"0 x 6" STUDS @ 12"oc sib V CONN. PER 5/55.2 1, It �*-� TO OCCUR FAGS OF ON INSIDE WALL, TYP. PLAN HIGH LOAD CONN. PANEL PER 2" % PLAN PER 10/55.2 - CONN. PER 5/55.2 AT SIM. mit_ - � 1 L --n� �► -HI =-1 5?\ OF BEAM -- --w - I I __ -s_xv- OF WALL � T ,, OF BEAM ,� BEAM / 4 —'N BEAM PER PLAN it 1/2"x11-2" EMBED 4 8x8x%2 I'-4" BEAM PER PLAN o x W/ (4)3/e" 2'-6" D2L's i _____, 1.11 kr) x @ 4"oc 4 ()3/4h1eP x 6" STUDS @ 4"oc CONN. PER 5/55.2 546 V � CONN. PER 20/55.4 WALL PER PLAN' JOIST PER PLAN < 4 PER PLAN AT SIM. CONN. TO EMBED PLAN OF BEAM 5101 10 PER 13/55.3 FOR GALL -OUTS SECTION IN COMMON SEE 5107 DETAIL x/55,3 PLAN 8 FOR GALL -OUTS IN COMMON SEE DETAIL 10/55.3 PLAN 5102 9 11 _rt JF^ 1- 0 it 3/8"x5" PER PLAN - WALL CONTINUES AT SIM. lw- CONT. EMBED 6" <(3) sides, typ. PER 15/55.1 TYP /14 V CONT. EMBED . PER IS/55.1 DOES NOT CONN. PER 5/55.2 ,, IYP.� a. i` BEAM PER PLAN;° [H4 [L] � o o o OCCUR AT 51M. i .7 if i o1 1 o 4 �" I- SPLICEPER 14/5 .I � , a ., ti ,,,�_ t s w 4 Sx4x%2 x l'-4" �(2)%"0 x 30 D2L s c _ K i �. 8"oc $ (3)/2"d) x 4" „ BEAM PER PLAN .tea ' BEAM PER PLAN r � l g . r oc �� I� CONN. PER 5/55.2 00110 CONDITION) It 31811x6"x0'-811 r z$ �` .4 STRUT PER PLAN _ __JEMBED WALL PER PLAN BEAM PER PLAN I f , W/ (2)1/2"4) x 24 D2L 5 @ 4"oc EMBED / , < COLUMN PER PLAN 4 PER Q/55.3 WALL PER PLAN 5106 13 5117 12 MASONRY WALL PER PLAN 5108 15 MASONRY WALL PER PLAN 5103 14 16 I 17 `' ' Y . REID L I t'' iv U U l i - ' DDLc"I L_i v� ��_ ! J I i"-) LI LI L INC1 0N, -�-4-/ CONNECTION PER 5/55.2 W/ STD. HORIZ. SHORT SLOTTED HOLES IN II INSTALL 8"oc In/ SHOWN AT BOLTS MIN. IN COMPLIANCE RESTRICTIONS ON 2/54.1 HEAD JOINTS i / SECTION. +•PER � " ° CHANNEL 6H 6 2 PLAN MASONRY WALL PER PLAN / .WI / / I Go am Y fi '� — xrr a — i///li��lii�� /� T "` �µ //.V Arlr////////////////////A 11111 a REVIEWED REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION / BES / MASONRY 211x11-O"xI'-2" W/ is 11 11 y �fb x 3 HORIZ. A PLAN (4)34 0 EXP. BOLTS @ 6 oc EA. WAY (EMBED 43/4) 5715 19 1 / PER PLAN /(4)3/4"4) L SLOTTED HOLES FOR EXP. BOLTS (EMBED 43/411) NOTE: SECT/ON EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 P51 STRENGTH 5019 PRIOR TO BOLT INSTALLATION. 18, -.— 20 8 REMARKS PERMIT SUBMITTAL ITTAL I I . . I DATE if - lc oi O r Co I IIII z r N CO d' M t0 1411 Fart1 Ave.. Slits 1314 Suttl.,ilssiigwgl11 id.204. $2.4170 Fu.2U.432.4420 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 206/343-0460 SEATTLE, WA 98101 F. 206/343.0691 a coo y O — coI- Q CD = Q W IuCt- CO NE eft = Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager, TJG Drawn By. MRM Sheet Title: STEEL DETAILS Sheet Number, S5.3 ® 40 FUI IER•S10 EARS ARCHITECTS I I attach per I I REINF. PER GENERAL T.O. STEEL STRUCTURAL NOTES EL. PER PLAN t.o. wall � MO JOIST THE TOPFR. SHALL GHORD OF JOIGN IST PANEL PER PLAN 4 PER 10/55.1 1 � deck notes shop -weld ® 1 % m P eI. per arch'I 4V H55 BEAM PER PLAN r 4 5x5x5 6 x 0'-5" EA. END t. M TO RESIST 3000#/4,000# CONT. i „ II PROVIDE (2) 5/8" 7 EXP. --'1--- 4 PER 20/55.1 IN/ (2)3/4"47 ANCHOR BOLTS / SEAT DEPTH = 2/z" (5/2 THICK WALL/ 8 THICK WALL) OF HORIZ. TRD II 8 oc GTRD. ON JOIST % AT F.O. WALL 3 ,� EMBED PER 4/55.4 ON JOIST (EMBED �� - ROOF DECK PER PLAN 3 V steel beams ORIENTATION VARIES 4& 3-12 /fb /s CTRD. ON EACH OUT -OF -PLANE V AT 5%2" THICK WALL 4 FORCE (ULTIMATE) i <(3) sides 1/2 - 1" CLR. TYP. JOIST PER PLAN MAX. PANEL _ 7" _ il AT 8" THICK WALL)i . __ /4 3 VMIN rib 2 .Nri x LLGL v�r �'_ 6/ : 1 1 PERMIT SUBMITTAL I I A 0 ID 0 ® (i\A� R WI4x22 I 4 ROOF WI6x26 ROOF 6/10/2011 TAY/� ri, 1 COL. CONTINUES WHERE OCCURS PER PLAN OR ELEVATION / ^\- // i �< TAY//7 w //, y 1/ / 1/ /f/ //// /0 // ..c.i 0 tis. " s h� a� \� 0 0 0 s \`" s s 15/55.6 • /el BRACE 4 CONN. / /i /i ABV. WHERE OCCURS /< „ / /13<+ y // K�� / LINE INTERSECTING ft ' / v> / v / BEAM TO COLUMN CONN. PER 4/55.6 , U.O.N. COLUMN �� ill `�'� �: ��;; �0 x26: MEZZANINE .z.X 4/55.6 0 0 I 'bum o o I I h\�b i s .E, y O TVP. i h�b �� 4 Q — 0 o I b 0 0 ® II , 6 , - LINE INTERSECTING PAGE OF W.Q. �� COLUMN OR BEAM - WHICHEVER WQ �\ �•, ®'b" I 15 CLOSEST TO BRACE 1 -Iv-,, • o BEAM PER ELEVATION _ it 2 xb , STIFF _� CM. ON U.O.N. ik‘ �j-2 GUSSET PER�? ,, �� SCHEDULE GUSSET f ' #k*\ COL. PER � ELEVATION ., s* q,, �� \ \ \—� >\ < BRACE PER 44 ELEVATION . N, 5 \kt\ IIA" > REINF. ft PER 20/55.6 > <per 14/55.6 LEGEND1 ALL BEAMS DESIGNATED ON $RAiGED FRAME ELEVATIONS ARE STRUTS * NOTE: REFER TO CONFIGURATION O NOTE: t = THICKNESS OF GUSSET it. FOR GALL -OUTS IN COMMON. A ® 5093 Gusset at Beam to Column - HSS Column 6 .0 [X' -X"] TOP OF STEEL BEAM ELEVATION © CONNECTION PER SCHEDULE OF 15/555 Braced Frame I" 1 0 Elevatons 11 '2'' REINF. i� PER 20/55.6 11\40\ a0° '' �� TVP. � _fiii7 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 Ci of Tukwila BUILDING DIVISION DAD BRACE PER ELEVATION, per 14/55.6 �' N N ,, NP. Ory yp III b ELEVATION BEAM PER s STIFF. ft %2"x311 EA. SIDE �'•�r� MARK BRAGS WELD II " LENGTH a (In.) BRACE WELD SIZE "A"LENGTH (in) WELD II II b (In.) WELD II " LENGTH c (in.) GUSSET � THICKNESS (in.) GRADE 50 ( ) DETAIL REFERENCE CONFIGURATION TYPE LINE INTER5E0"fl�lG FACE OF BEAM OR � ��' t �a� � � (/2"x4" hV BOLTING PER 5/55.2 WHERE BEAM OCCURS) TOP OF GUSSET � - WHICHEVER 15}F\_ §a \N � / CLOSEST TO BRACE /-, / :: 5 46 z I typ. O 14 546 12 25 5/6 15/55.5 D / `* ft 1611x3" / / / / / STIFF. (NS 4 F5), TVP. © 14 546 31 12 4 13/55.5 C GRIND TRANSITION SMOOTH // TO ATLEAST"RADIUS, TVP. \ 5094 © 14 546 IS 18 3/4 8/55.5 13 GUSSET/ PER NOTE: t =THIGKNE55 OF SCHEDULE, TVP. Chevron Connection 13 GUSSET it. Q 14 546 14 21 5/e 18/55.5 D 16 I •,-)* / REINF. . PER 20/55.6 PER / D �' © 14 546 11 15 3/4 8/55.5 A .0 /uq" BRACE PERBF ELEVATION "Or GU55ET'COLUMN. SCHEDULE PER BF ELEV. > 1 I •,/PER N \ / LINE INTERSECTING N / \ry COLUMN --------- .�______ i'' �'� % L, (.:-‘� -1� r per 14/55.6 > ' NOTE: ALL. BRACED FRAME CONNECTIONS SHALL BE MADE WITH NOTCH TOUGH WELD FILLER METAL - SEE GENERAL STRUCTURAL NOTE #40. l.� I REID J MIDDLETON, I t.o. slab on grade = I ao' M el. per plan - ' /1.661 Gusset Plate Connection I INC. 5099 Schedule 15 per 14/55.6 > > I STIFF. i. %211x6" W.Q. GTRD. ON GUSSET I. t.o. ftg. el., J ��, Ia per plan II ' I I11 ll l 1 -^ `�� I II i i INSULATION PLAGE I" RIGID �, ii b EA. SIDE OF GUSSET AND BASE T., SHEAR .� N KEYS ANCHOR n Ha RODS PER 10/55.6 , 4 5/55.6 U.O.N. - - NOTE: t = THICKNESS OF GUSSET it. D I / n' BRACES BELOW TOP OF GONG. a SLAB WHERE OCCURS (SHADED). - ONLY STIFF. VS MAY BE IN DIRECT CONTACT IN/ CONCRETE 5096 Gusset at Base Plate - HSS Column 1 8 I REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE 6/10/2011 1 1 1 I I 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 CC I Lc ca = lerr Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: BRACED FRAME DETAILS Sheet Number. S5.5 © 2010 FUIIFR•SEARS ARCHITICTS I 1 3/4"(1) I I I 1 COLUMN BASE ft I%211(GRADE 50) IN/ (6)116" F1554 GRADE 36 WELDABLE ANCHOR RODS • - SEE 10/55.6 A325 -N ERECTION BOLTS PER SCHEDULE IN HORIZ. SHORT -SLOTTED HOLES:>1 w — 1-- < 6/10/2011 .>1 546 0 I CAP It 1/211 WHERE COLUMN STOPS, U.O.N. I I 1III I C5 r Al BRACED FRAME BEAM TO COLUMN CONNECTION SCHEDULE gle M 1 j/ BEAM PER �2 V �� HOLE SIZE PER SCHEDULE OF 10/55.6 2 I�, %2 PLATE THICKNESS BF ELEVATION EXTEND KERF NO. OF PAST FAGS OF COLUMN BEAM SIZE (GR. 50) PLATE DEPTH PLATE WIDTH WELD SIZE ERECTION BOLTS �l I I WHERE BEAM DOES I I --�� llull i i ii i .�11 3/811 o m —�� -- PLATE DEPTH NOT OCCUR THIS SIDE m W141/2" /a 2� i i i IL- o 1 0 0 I 11 I —.n PER SCHEDULE W16 211 1111 X11 3/811 3 - 'd-\ r i i i i i iIIn i i 1 , — m ` <t�� ©, i i i i iii NOTE: ALL WELDS SHALL BE MADE W/ NOTCH TOUGH WELD FILLER MATERIAL - BEAM PER PLAN ' size per SEE GENERAL STRUCTURAL NOTE #40. 411 611 / 11 V U Q11 V �(n V schedule / / / / HIGH LOAD CONN. PER 20/55.2 WHERE OCCURS THIS SIDE (USE if. GRADE AND THICKNESS PER SCHEDULE THIS DETAIL) GRADE 50 PLATE PER SCHEDULE KERFED THRU COLUMN PLATE WIDTH STIFF. T. PER IS/55.5 (WHERE OCCURS) SHEAR KEY PER 10/55.6 , TYP. 5702 5 It>� PER SCHEDULE 5703 GRIND SMOOTH AT TRANSITION COLUMN PER BF ELEVATION 4 4 6 COLUMN iii %214) ARC SPOT WELD AT 16"oc SCREWS OR DRIVE SHEAR REINF. PER SCHEDULE \ r __ �/ �,: " NUT, BASE ftPER 5/55.6 U.O.N. �,�'� ��,�/ HEAVY .' > TYP. <" HEX 11 WASHERS PINS NOT ACCEPTABLE THREAD TOP 8 OF RODS (MIN.) \ �,,�, �,' . .�, PER FOR SCHEDULE CODE COMPLIANCE AT BRACED FRAME 16GA. TRACK W/ 1 %4' MIN. FLANGES BRACES NON -SHRINK GROUT APPROVED ROD HOLE MASHER ON WASHER AT 4" PROJECTION SHEAR , / (NO DEFLECTION GAP)0 DIAMETER DIAMETER BASE E EMBEDDED END (MIN.) REINFOREMENT ..1 —� 1if 17 2012 t..fg. el.o t `f . DIAGONAL HSS BRACE PER BF ELEVS. SEE 18/55.6 FOR PROTECTED BRACE ZONES 11/2" 25/�611 1 1 /211 (4)# 4 per plan 1 j �1S City x3/211 x3/211 -- I I — I� of Tukwila typ 4 I I I I I 746 BUILDING DIVISION REINF. PER 10/53.3 I_ I I • `1 2" nx4� nxBASE r r TVP. Il ASL II I I v I 11 rt TYP. II R WIDTH, (GRADE 50) I W ANCHOR \ .�.1* ... !. W/ HOLES RODS PER BASE T. DETAILS PER SCHEDULE STUD WALL TO BRACED FRAME 5713 BRAE CONNECTION DETAIL i%6"a'-o" 7 i ANCHOR RODS SHALL BE— EMBEDDED TO WITHIN 6 GLR. FROM BOT. OF FTG. DOUBLE It HEX NUTS, TVP. 5701 I 0 - SEE 10/53.3 FOR FTG. DEPTH WASHERS PER SCHEDULE 11 11 /. / / iiiiiiiiiiiiiiiiiiiiiiii HATCHED AREAS INDICATE PROTECTED ZONE. WELDED, BOLTED, SCREWED OR SHOT -IN ATTACHMENTS ......"-•• ARE NOT PERMITTED IN PROTECTED ZONES. BE COORDINATED WITH THE ENGINEER ALL OTHER ATTACHMENTS IN THE PROTECTED ZONES SHALL PRIOR TO FABRICATION. SEE ?/55.6 // H55 BRACES \ \ / / // PER BF ELEVATION \\/ / GUSSET PLATE effective throat / // \ . "� / , / full length of flat 11 /lio N• 9' O v ...' o WELD SCHEDULE thickness \ /4 r surface of GUSSET It THICKNESS (in.) FILLET WELD= SIZE (in.) 3/8t hss v h55 8 146 0\ <\ 5/baXi° 3/ 4 /2 il+ \\ (GR50) / \ EA. SIDE NOTE: WELDS SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - SEE GENERAL STRUCTURAL NOTE #40 5095 BF Beam to HSS Column Conn. Schedule 14 / NOTE: NOTCH TOUGH WELDS THIS DETAIL / / / / 6 \ \ / \ /• 4 WELD FILLER MATERIAL REQUIRED FOR ALL 5098 - SEE GENERAL STRUCTURAL NOTE #40. HSS Brace Intersection Schedule 15 '� -` NOTE: P ircuilEkeET-1 16 NOTCH TOUGH WELD FILLER MATERIAL REQUIRED FOR ALL WELDS TH15 DETAIL - SEE GENERAL STRUCTURAL NOTE #40 FOR REQUIREMENTS. , * , L 2,31/ , ,, , I 112 REID MIDDLETON INC. % 0 �' ►:......: �� 0 � 0 _ •— t 1= GUSSET2 RADIUS = t2- t2 t1 f,\ THICKNESS • ° +1/8" (MAX.) GRIND SMOOTH 346> 4A/4 1 / AH55 BRACE PER � ' i � ELEVATION � lief�� 11 II REINF. PER i REINF. f. 5/8a EA. SIDE \ i ``0` PER SCHEDULE / 211 ♦ / / / SCHEDULE / SECTION / MAX. / GUSSET . PER \ \ SCHEDULE OF 15/55.5 \ (CONFIGURATION \ VARIES) \ S � 5097 e ' II w I 5712 N.T.S. 16 I � � n�=w. 20 I A 8 REMARKS PERMIT SUBMITTAL I 1 I I I w — 1-- < 6/10/2011 0 I I I I I C5 r Al CO gle M ID • I W I z tth,Wuligta41111 Te1.2U.412.4170 Fu.2H. $2.44114 1411 Fetid Ara., Slits 1i 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 NIX y CC CA CC CD ems 1 CO rnms Cf6idd Q co 00 = CC Ida M co *4411 Z = Imo Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: BRACED FRAME DETAILS Sheet Number S5.6 ®9010 FUUfl'SEARS ARCHITECTS I 1 I 2 I I I O DATE r r CM O co I III ► r N tai d' M 346 r FACE OF H55 FRAMING CONRETE EMBED 3/8"x12"x1'-0" PER 20/55.1 WALL W/ (4)54"4) x 6" 5TUD5 @ 8"oc EA. WAY O grind smooth I --- --- 'I 0 .1 PLAN FOR GALL -OUTS IN COMMON SEE DETAIL 61/55.7 5708 4 5706 H55 to HSS 5 Typical Connection 6 7 , > ft3/&'-DIM. It 3/8" PER ARGH'L - DIM. � el. per archil PER ARCH'L 4� �4" I GAP R c r I grind smooth " 11 H55 5x5x% 1/6"47 I I i V TIE -ROD el. per plan #21/2.GLEVIS ft 14" < STIFF EA. SIDE TO ALIGN IN/ H55 POSTS 4 346 (/ H55 PER 20/55.1 , BEAM PER PLAN .i.,�, 0 !�. ,A -------DECK �' 3�6 �� it 3/g" �. 3i PER 20/55.7 - DIM. per el.Ian p SLOPE PER ARCM_ PER ARCM_ , .1 H55 PER 20/55.1 H55 PER PLAN , TY'. ► it. 3/6"x6n /4 , W/ (2)3/4" BOLTS NOTE: i „ i�. 2 346 V2-12 I" I„ 3 5707 CONT. BENT / x 3 @ oc 5705 FLOOR FRAMING NOT „� t SHOWN FOR CLARITY yp > 14 9 TypicalCorner H55 Cor r Connection 10 . 11 12 13'_ 1 ) 4.0/40/2., PER ARGH'L REVIEWED FOR0 CODE COMPLIANCE H55 IOx3x346 [IILIO") APPROVED Fi APR 17 2012 10/55.1 I'.�----�w...v � •TYP. AT SHEAR TABS City of Tukwila CORNERS PER a/55.' i , .,__I BUILDING DIVISION NP w ;- 5/55.1 _ TYP. H55 6x2x3rf6 Dr -61 \-- 14 �} ,_,PLAN ,_-_, RODE DECK PER ..„1 NOTE I ON = 161917 1 1 I "'x Off. "'x , I N "'x �f N 52.2A rz - '-'l'I H55 6x2x4(6 , > k [Il' -6"1 ;' _ STEEL COLUMN \— PER PLAN 4 • x ________ 5/55.1 AT STEEL CV I CONDITIONS s 546 _I ,-- ��4/55.'1 AT CONCRETE § el. per plan--7.51..: CONDITIONS GAP %411) TYP. - �: f III ft 2 4 YL ICAP 14" AT f. H55 ENDS, TYP. 1 _ K _7. • _� `��/ 546 (/ <typ 4 to hss H55 10x5x4f6 [11 1-10"1 U [ [1 Ip V4 Ii . `^ 7 `I 1 ) i nc 4 4x4x3/8 x O'-5" TOP 4 BOT. LI'`' ' FACE OF BUILDING H55 BEAM OR GONG. ..1 I —r U 546 V WALL PER PLAN REI Dv,IDDLETON,�I IC. 5709 1 Typ ica 5704 4 l Canopy Framing Plan ,''''1 20 a REMARKS PERMIT SUBMITTAL I I DATE r r CM O co I III o r N tai d' M CO 1411 Forth An..Srits Ilf luttluMishiqua11111 Tel.2U.412.41T1 Fu.214.142.4440 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 og bid co cc a to • CA 144 CC M bda CD CD ..- CO M reit gzon 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 © 2070 FULLFR•SEARS ARCHITECT. I SHEATHING AND I I I 6" STUDS PER 10/51.1 8 STUDS PER 10/57.1 PAI23 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS SHALL ENGAGE HORIZ. REINF) SHEATHING / / / ; (8) I6d @ 4"oc I bd @ 12"oc STAGGERED AT STAGGERED EA. SIDE OF SPLICE ELSEWHERE TOPPING 3x PLATE RIPPED TO PER PLAN MATCH FLANGE WIDTH/ NAIL SHEATHING NAIL SHEATHING TO BLKG. IN/ IOd 4 oc 3x PLATE RIPPED TO MATCH FLANGE WIDTH AT 51M. AND TOPPING PER PLAN �� (ADJACENT ; / r / / / 2x BLOCKING @ 48"oc TO BLOCKING W/ (STAGGER EA. SIDE IOd 4"oc OF WF BEAM) JOIST BLKG. �� @ Woo JOISTS PER PLAN � 10 � SHEATHING AND TOPPING PER PLAN BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN ��IIIM MUNI MINI��MIt '_....___ ...'__'�� '��M�MI■MM� TOP CHORD 6516x4 -0 r TO PAI23) r / SPLICE BOTTOM CHORD � - % REINF. PER GENERAL - - ---5 (H55 AT 5IM) IN/ 11 - - _ � l� , T T T T T T �_ 1 � T T T _ � STRUCTURAL NOTES S L -J � <-� L -J "• � 1 L � L,J T T I� W.--.4 Li .. ," U I _ m� STUDS � 32'bc� (COUNTERSINK NUTS) - ,:, li _�� m� ((2) *5 MIN. CONT.) v /ri / ; SPLICE ,- 61-0" MIN. BETWEEN SPLICES �` TOP TRACK JO I PER 5/57.1 v JOISTS PER PLAN STEEL BEAM PER PLAN s W/ /8" CPL STUDS @ 32"oc (COUNTERSINK NUTS) 6720 STS PER PLAN 1 3/ JOISTS PER r r r MASONRY WALL „ 2x PAD x l' -O" TO ALIGN W/ JOIST BLKG. CONN. TO OF O. W/ (DRIVE PINS @ 61"o � -1-+- + DEFLECTION x < SPLICE TO OGGUR WEB STIFFENERS PER JOIST MFR s 0 GAP ALLOWANCE 1 1 PLAN / / / / < PER PLAN AT 4. OF VERT. STUD, TYP. 6000 Sawn Lumber -Stud Wall TopPlate Splice 3 p 2x4 FLAT BLKG ((3) , , JOIST BAYS - 4'-0" MIN) / / ___4__/ 3x12 3x12 - SPECIFICATIONS BRIDGING PER IS/57.1 TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES STUDS PER DETAILS OF LEVEL BELOW 60011 4 P.T. LEDGER W/ (2) ROWS OF 5/4"4) ANCHOR BOLTS @ 16"oc, EA. ROW, STAGGERED 6715 (EMBED 5" AND ENGAGE HORIz. REINF. 2 ) FOR GALL -OUTS IN COMMON SEE DETAIL 4/56.1 TJI Floor Joist 6100 Parallel to Exterior Wall 5 SHEATHING 4 NAILING FULLY NAIL STRAP EXTENSIONS PER SHEAR WALL SCHEDULE ABOVE 4 BELOW OPENING SHEAR WALL PER PLAN NAIL HALF OF STRAP HOLES EMBED 3 /8II xb"� x0 -8II W/ (2)1/2"4) x 24" D2L's @ 4"oc PROVIDE 2x BLKG BEHIND / 51" L5L RIM BOARD BLKG. A35 'Too MARK OO HOEDOWN OO MIN. NUMBER STUDS, U.O.N. LOAD DETAIL REF. NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc �r WEB STIFFNER �� , � r ALL STRAPS WHERE MEMBERS � � , � I @ SHEATHING AND �_ STRAP (WHERE PER PLAN « OCCURS) f r? � �.�4" �� "�� DO NOT OTHERWISE OCCUR ,,, III 11 l III TOPPING PER PLAN � I I JOIST BLKG. II 48 DOUBLE STUD (FULL HEIGHT) EA. SIDE OF OPENING. I NAIL SHEATHING PER PANEL NAILING' COLUMN OF HDA SIMPSON 5/HDU6 2 blk 12/56.1 STUDS TRACK PER 4/56.1 oc STUDS TRACK PER 4/56.1 :>. - � T T HDB DETAIL DETAIL DETAIL 17/56.1 < � DIAPHRAGM BOUNDARY NAILING r� SHEAR WALL SCHEDULE > > ' CONT. 31" L5L RIM. BOARD HOLDOWN SCHEDULE NOTES: 11 II 0516 STRAPS ABOVE $ BELOW OPENING OVER SHEATHING (G516 STRAPS EA. SIDE WHERE 11 11 ; ; ; 11; _ 1 I6d @ 8"oc / '' 1 - I JOISTS PER PLAN IOd O CONNECT TOP TRACK PER 15/51.1 TO BLKG. T' OO AIL PLYWOOD SHEATHING TO STUDS RECEIVING HOEDOWN W/ CHEDULED PANEL EDGE NAILING. STAGGER NAILS 50 THAT EACH STUD 15 NAILED. 6702 Holddown Schedule 7 IA' SHEATHING PER 20/56.1 OCCURS EA. SIDE) IS �� 18 JOISTS PER PLAN 6 JOIST PER PLAN � � EA. SIDE PER SCHEDULE OF 20/56.1 CONT. TOP PLATE SPLICE PER 3/56.1 i n 3�6 V FULLY NAIL STRAP EXTENSIONS NOTE. NAIL STRAP THIS DETAIL APPLIES WHERE SPECIFICALLY CALLED OUT ON PLAN. Shear Wall HALF OF HOLES 6502 0 enin 8 p 9 � /4 xb11 x0'- �" EA. SIDE W/ (2)3/4" BOLTS 3"oc 6716 i< STUD WALL PER PLAN FOR CALL -OUTS _.1 IN COMMON SEE DETAIL 4/56.1 TJI Floor Joist 1 < SHEATHING PER 20/56.1 _ 1-1'- ,4T SHEAR WALLS 6101 Perpendicular to Exterior Wall 9 FOR GALL -OUTS IN COMMON SEE -1--4-'-' DETAIL q/56.1 TJI Floor 6102 Joist Parallel to Exterior Wall 10 MASONRY WALL PER PLAN 6 p KERF TE. 14"x6"xl'-0" W/ (2)34"4) BOLTS MAX. 1 � (2) STUDS MIN. PLACED ADD'L STUD AS REOP. AT WALL ENDS REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 i Z01Z City of Tukwila LNGDMStOjN BACK TO BACK AND I ,_I- WELDED TOGETHER` PER 13/5 .1 ; ( II KERF WIDTH = 3/a" • iAX GAP R r *0 k I 1.,. 1... 1 a.. SIMPSON HOLDOWN S/HDU6 ii Ii I i J0 �+ xf stt'' r F Iry1 r' V: FASTENER SPACING SCREWING OF BOTTOM TRACK ATTACHMENT 3�f6 �_.' '"' MARK SHEATH/N6 0 BLOCK AT PANEL EDGES Oi JOIST OR BLKG. TO TOP TRACK DRIVE PINS TO GONG. BELOW SCREWS TO WOOD BELOW CAPACITY © � _ BEAM PER PLAN ,j`=1 `� „ � %2 I 1 ANCHOR BOLT SIZE PER I i cr SIMPSON CATALOG FRAMING CONT. WHERE OCCURS SW -1 1/2" PLYWOOD YES #8 @ 6"oc *12 @ 8"oc 0.1454) @ q"oc #8 @ 5"oc 280 PLF BEARING x6 x BEAM WIDTH (DAP BEAM AT NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY 11 6718 11 1/4"x11/2"x01-116"BEARING 5W-2 %2" PLYWOOD YES #8@ 4"oc *12 @ 6"oc 0.1454) @ "roc * @ 4"oc 366 PLF WASHER IN/ NUT EA. SIDE 6701 Metal Stud Hold Down 1 2 5W-3 %2" PLYWOOD YES #8 @ 3"oc *12 © 4"oc 0.1454) @ 5"oc #8 @ 2"oc 510 PLF 5W-4 1/2" PLYWOOD YES #8 @ 2"oc *12 @ 3"oc 0.1454) @ 4"oc #8 @ 2"oc 650 PLF NOTE5: - i�. 1/ "x4"x0'-4" I6GA. W/ I 0 SHEATHING SCREWS SHALL BE APPROVED AND SHALL BE A MINIMUM #8 x I" FLAT HEAD WITH A MINIMUM HEAD DIAMETER OF 0.2012" SCREW SHEATHING TO INTERMEDIATE FRAMING W/ SHEATHING SCREWS @ I2"oc. 02 SHEAR WALL CAPACITIES ARE BASED ON TABLE 22 -VIII -G OF THE UBC. 0 STUDS SHALL BE A MINIMUM 15/6"x31/2" WITH A 3/8" RETURN LIP. TRACK SHALL BE A MINIMUM I%"x3/2" ® FRAMING SCREWS SHALL BE #S x 3/e WAFER HEAD SELF -DRILLING. SCREWS CONNECTING JOISTS OR BLOCKING TO TOP TRACK SHALL BE #12 x 1%2" WAFER HEAD SELF -DRILLING. Os AT INTERIOR WALLS ONLY, 746" 05B MAY BE USED IN LIEU OF 1/2" PLYWOOD AND 5/8" OSB MAY BE USED IN LIEU OF 5/8" PLYWOOD. - TOP TRACK L5L 31"x16" BLKG. BOT. I" MIN. LEGS - CONNECT TO COLUMN W/ 0.145" DRIVE PINS @ 4"oc STAGGERED AT STEEL 4 STEEL COLUMN PER PLAN COLUMN STRAP PER It 3/8"xb"x0'-6" 14" MIN..1f/07/,./''� " EMBED PLAN 4.:. . // W/ (2)/2" 4)x 24" D2L's @ 411oc -c fix, ..� , Off,, ,�,,04- ��i • .._ ._ E W _ �L Nil L ,._ ) JOIST BLKG. PER PLAN " � ' t .`��//. STIFF %II , { 1 I coo 100, �1 l �� FACE OF CONCRETE WALL , 3 �b T. 4 CONN. ~�e s PER 6/56.1 REID MIDDLETON, INC. 3�6 V• 16GA. TRACK NV I16" MIN. LEGS - CONNECT TO GONG. W/ 0.145"4) DRIVE 6703 6500 Plywood Sheathed Metal Stud Shear Wall Schedule 2 0 FOR GALL -OUTS 6719 IN COMMON SEE DETAIL 5/56.1 1 6 PINS @ 4"oc STAGGERED AT CONCRETE WALL 1 7 IIII 5 8 REMARKS PERMIT SUBMITTAL IIIII DATE r r N 0 CD 11111 Ci r N M c' 10 10 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 cm M COD Comm I M co Q co~ c=C = am = co; M = = ger 1..11 Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager: TJG Drawn By, MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number: S6.1 ® 4010 FULLER•SEARS ARCHITECTS I I I 1 , `' . . FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 DATE r r N O 1 co . P.T. 2x PLATE W/ 3/4"O ANCHOR BOLTS @ 1611 oc - COUNTERSINK BOLTS 10d . . . oz r • NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc '� '411N ' H2.5 @ 48"o6 (ALIGN W/ FLAT BLKG) @ 4"oc, TYP. _TN SHEATHING AND TOPPING PER PLAN I bd @ 8"oc SHEATHING PER ARCHIL OR SPECS. STRINGERS PER 3/56.2 TYP. � oma' a.w - - a 4x12 �� - T S T T T T 1 T Z ► P I _ ._11 ._ / � u 2x BLKG. `�` 18/56.2 1 I I. y , mo. ... 1 r �� 1 V I I I 11 I I I �� . ,-' / i ti i JOISTS / PLAN % CONTINUE PER P.T. LEDGER L3 JOISTS PER--� �`x - 2x12 STEP 1 1 �� I j 20/56.2 �, 2x12 LEDGER W/ (3) I6d EA. STUD # I6d 8"oc INTO 115 ;,[ . `,._� 0/ 3 BOARD, TYP. (2)2x8 CONT. AT CENTER CONDITION - _ =1_=1=_I n. : 22 SiN[C) '-'-'-' _ J 2x4 FLAT BLKG. @ 48"oG (ALIGN STUD ) BLKG. 2x8 GOVT. AT EDGE CONDITION 6705 Typical Stair Strin ers �p g <<-'� " P.T. 3x12 LEDGER W/ 3/ "� ANCHOR BOLTS @ 12"oc - (3) BOLTS: , , PER 2/56.1 x4 u., 2x12 @ 16 oc .1 3/ HE FLOOR SYSTEM CONSISTS OF TSG F S -EATING 48/24). FOR GALL -OUTS IN COMMON SEE --'tel DETAIL 6/56.2 DROPPED HEADER WHERE OCCURS 6710 MIN. W/ (I) BOLT WITHIN 6" OF EA. END OF LEDGER MASONRY WALL PER PLAN 6714 2 5UILIM E STAIR1OUNATION NAIL SHEATHING EDGES W/ IOd ALL INTERMEDIATE GLUE SHEATHING ADHESIVE CONFORMING SPECIFICATION 1RAMIM AT ALL FRAMED PANEL @ 6"oc. NAIL SHEATHING AT SUPPORTS W/ I0d @ 12"oc. AT ALL SUPPORTS IV - TO A.P.A. AFG-01. C� 'LAM 1 DIAPHRAGM BOUNDARY el. per archil • IL AGE POST GAP NAILING L EA. SIDE GOVT. TOP PLATE - SPLICE PER 3/56.1 WM412 HANGER - FLANGE OFFSET TO INSIDE OF BEAM AT �%- COLUMN LB HANGERS H2.5 48"oc SHEATHING PER 20/562 @ 2x BLKG. LU28 HANGER (LU528-2 HANGER AT DOUBLE V ,, - _ - SHEATHING PER STRINGERS) - NAIL 11` L -J '� 20/56.2 DIAPHRAGM BOUNDARY NAILING ! I6d 8"oc OVER WALL SHEATHING �M ,-• • IL i @ 1. ry JOISTS PER 20/56.2 STUD WALL PER 20/56.2• ,,-'�� '� // e I STRINGERS PER 3/56.2 , TYP. 4( - 8/56.2 4x12 � SHEATHING PER 20/56.1 2x LEDGER W/ (3)Ibd EA. STUD AND I6d @ 8"oc INTO BLKG. n 1 AT SHEAR WALLS 1 l u 11 JOISTS PER 20/56.2 �� STAIR STRINGER WHERE OCCURS 6709 6 LU5 HANGERS - COLUMN BEYOND PER 20/56.2 6/56.2 _ I- I I I I I I J ,I FOR GALL -OUTS IN COMMON SEE_ 6713 BEAM PER 20/56.2 6708I 8 I I I = DETAIL 10/56.1 4 13/56.2 7 11 I 113 56, 21 I 2x12 @ 16"oc CMU WALL PER 1/56.2 - 0 \ - - FLOOR 344" N `� _ THE SYSTEM CONSISTS OF T4G SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL SHEATHING PER 20/56.2 BRIDGING PER IS/57.1_ #10 4.-4 "'= � - EDGE5 W/ IOd @ 6"oc. NAIL 5HEATHING AT A - ALL INTERMEDIATE SUPPORTS IN/ 10d @ 12 oc. SCREWS @ 6"oc ' / JOIST PER 20/56.2 (ORIENTATION VARIES AT SIM.) j, 0 u GLUE SHEATHING AT ALL SUPPORTS W/ r ADHESIVE CONFORMING TO A.P.A. LB HANGERS - ATTACH W/ (4)#8 SCREWS CONT. I6GA. TRACK I^V 1%11 LEGS - ATTAGH /,,'�� IV,,'/, S TYPICAL 1 STA '11/56.2 I PRAM S. 7/56.2 AT STEEL ::> 2/56.2 AT CMU S. I N& LAN SPECIFICATION AFG-01. FLOOR SYSTEM DESIGNED FOR 125 PSF SUPERIMPOSED LIGHT STOR G . NAILING PER N SHEATHING PER 20/56.2 0 W/ (2) ROWS OF 5/8"� EXPANSION BOLTS @ I6 oc STAGGERED• I . ;,,,7' ti ,�'�/ ' •,,� '� IL 113 AT GMU W,4LL SEE STEEL CONDITION FOR GALL -OUTS IN COMMON JOIST PER 20/56.2 BEAM PER 20/56.2 LU28 HANGER - LU528-2 HANGER AT CONT. 2x FILL PIECE SINGLE HANGER AT SINGLE 2x8 STRINGER - THA218-2 AT DOUBLE - +� - 10/53.2 SIM. - - - t+°` REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 • City of Tukwila BUILDING DIVISION -.�---. BEAM PER 20/56.2 DOUBLE STRINGERS (HUG HANGERS WHERE REQD.) JOIST PER 20/56.2 #8 CONT. I6GA. TRACKSTEP BOARD PER 3/56.2 2x5 STRINGERS (THAC HANGERS WHERE REQD.) SCREWS @ 12"oc W/ I%" LEGS - ATTACH OVER SHEATHING W/ SHEATHING PER 20/56.1 AT SHEAR WALLS -�- (3)#l0 SCREWS EA. STUD 6712 FOR GALL -OUTS DETAIL 13/56 2IN COMMON E 6717 1 2 STRINGER PER 3/562 6706 Stair Landings 1 3 STUDS PER DETAILS OF LEVEL BELOW .4T STEEL STUD MALLS 1 1 S - I I I I I 11-1- - - 18/56.2 I I I -- -�-' - • 1 6 I 1 S islicip3. I I I I 1 1----1- L--- 1 1 1 1 1 1 1 r, t u r rl t iie x, r . ., �s t n y y, i.i.l1 *t Iz vl,:1 , IIIE•.. ti e tr,,z. �xf rEf tf 3 illi ,eY:E "iF_� I?Y r r �Iee I i i , rirx rsE.i 10/53.2 ;rr_ I- 1T - - - ..v r .� r - - - I I ---- I- - - - T STRINGER PER 3/56.2 I--- I - - _ 11 WC�I [I' A55 CLIP EA. STRINGER1I--- I ff •' r�,.V;'7." u ■ ,')\ .:.-9 P.T. 2x10 W/ %2" ANCHOR BOLTS @ 16"oc I .' .'', I I MIDDLETON, INC. -RED 1 SLAB -ON -GRADE PER PLAN TY ' I GA §t . STAIR FOUNDATION 'LAN \ 1 v J015T PER 20/56.2 I I • • x x x x�x x ii -- x x x x x LU28 HANGER - LU528-2 HANGER AT DOUBLE STRINGERS o ' _ 2x RIM BOARD (HUG HANGER WHERE READ.) # (2) 4 CONT. III _ _ _ - -Ill CONT. TOP PLATE - SPLICE PER 3/56.1 TOP 4 BOT. -11-11-11- 1'-6" I easted24"2100001 I 6704 i4 = I -0 II Stair Framin Plans 20 9 STUD WALL PER PLAN FOR CALL -OUTS IN COMMON SEE DETAIL 13/56.2 �- 6711 Stair Landis s 1 7 / 6707 1 8 ., g 1 8 REMARKS PERMIT SUBMITTAL . . . . DATE r r N O 1 co . . . . . oz r CO '411N ' I0 (0 1411 Furth Iva.. Slits 13U Sutt1.,Wisligtwfil01 U1.21.412.4170 Fu.201.U2.4441 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 90101 F: 206/343.3691 I 2C CC '3 Ca Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager: TJG Drawn By. MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number: S6.2 m 2010 FUUfl•SEARS ARCHITINCT• REMARKS id I 1 16 GA. TRACK - CONNECT TO COL. I IBEAM 1 1 BEAM PER PLAN (GONG. PER PLAN (GONG. . . . ATTACH SLAB WHERE OCCURS) SLAB WHERE OCCURS) r N CO TRACK W/ (2)ROWS OF 0.14"0 DRIVE PINS 10 DEFLECTION ALLOWANCE DEFLECTION ALLOWANCE TOEAM OR - - PER DETAILS PER DETAILS 1`�� SLABOVE #I2 CLIPS PER 15/57.1 IN/ DRIVE PINS @ 4"oc STAGGERED 1/2"0 ARG SPOT (3) SCREWS SUPPLIED 8 8 WELD AT I b"oc FOR H S 15'_0 " W/ VERTICLIP INSTALL I" TRACK PER DETAIL 4 rr- OR DRIVE o I6GA. TRACK W/ 2" MIN. LEGS. FROM TOP OF I%Z" VERT. o AT LEFT SILL PER 8/57.1 _ 1 I 1 �� (3)#8 2 oc EA. SIDE ASCREWS PINS NOT ACCEPTABLE SLOTS IN CLIP AT BRACED FRAME FOR 15'-0" < H S 31'-0" I6GA. TRACK (20GA. MIN. BRACES 14GA. TRACK W/ 2" MIN. LEGS DRIFTGLIP D5L800 BY THE AT INTERIOR WALLS) STEEL NETWORK EA. SIDE W/ 1%4" MIN. FLANGES STUDS PER 20/5.1 OF JAMB STUDS $ AT ALL 12" r' (NO DEFLECTION GAP)4 Al ► i_ 1 '' CI • I I I _ I i- STUDS. ATTACH TO BEAM JAMB STUDS PER DIAGONAL H55 BRACE BRIDGING PER IS/5�.1 ABOVE W/ (3) 0.14" 1 DRIVE PINS <MTL-064> WELD PER <MTL-O25> PER BF ELEVS. i „ „ TYP. 6", 8" $ @ L HORIZ. LEG @ 3"oc MIN. (USE (3)#IO SCREWS TO TRACK JAMB 5TUD5 $ 10" WALL STUDS ABV. WHERE NO BEAM OCCURS) NOTES: USE DSL600 @ 6" WALL STUDS TYP. 12 STUDS II I HEADER I - I 1 PER 8/57.1 CLIPS PER 15/51.1 >--4 H55 COL. PER PLAN _ I/2 I -0 I. CONNECTIONS SHOWN THIS DETAIL APPLY TO THE TOP OF TYPICAL SIMPLE SPANNING WALL STUDS WHERE DEFLECTION ALLOWANCE OCCURS. 7008 SILL CONN. AT STEEL COLUMNS HEADER CONN. AT STEEL COLUMNS 2 TYPICAL INTERIOR STUD WALL OR EXTERIOR 7009 TO BRACED FRAME 116"=r -o" 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7007 I „=1'-0" BRACE CONNECTION DETAIL 5 7-1'7/ 'L' , , , STUDS PER 20/57.1 SPAN CONDITION HEADER TYPE NO. OF FULL HT. JAMB STUDS U.O.N. PER PLAN 5/511 TMP., U.O.N. � I. I I i.• I L S'11 -O" A 2 \ S Fl 1r - S q'-0" < L S 15'-O" �r 4t8 SCREWS 6"oc, TYP. CONT. 16GA. 4s8 CONT. I6GA. 5 5 @ TRACK (SPLICE SCREWS TRACK (NO< A STUDS PER SCHEDULE PER 12/57.1) ®6"oc, TYP. _ SPLICES) * 12' MAX OPENING ON EACH SIDE OF FULL HEIGHT STUD THRU WINDOW 5/51.1 TYPICAL SIMPLE SPANNING STUD WALL SCHEDULE . I ' - -r-'� EXTEND HEADER WEBS STUD CLEAR STUD WALL TYPE (2)8005162-43 (2)8005162-43 OVER JAMBS $ CONNECT HEADER PER SCHEDULE WIDTH HEIGHT 'H' PER 20/57.1 , U.O.N. HEADER (U5E SILL CONFIGURATION HEADER I W/ (2)#8 SCREWS TO EA. OF 5/51.1 6 H S 14'-0" 5-615 BELOW WHERE z STUD, TMP. "L° 14'-0" < H S 20'-0" 5-616 z / / HEIGHT OF WALL P '- " ABOVE OPENING 0 CONNECT SILL TO JAMB0• o -WHERE HEADER CONNECTS 5" H S 14 0 5-818 „ 15 LESS THAN IS) STUDS BEYOND W/ CLIPS PER 15/51.1 TOP CONNECT SILL TO JAMB STUDS BEYOND DIRECTLY TO STEEL COLS. ATTACH HEADER SILL PER SCHEDULE OF <MTL-O65> WHERE OCCURS 14'-O" < H S 20'-O" 5-516 ( 4 BOT. OF BUILT-UP W/ CLIPS PER <MTL-O65> } PER 2/51] (CONFIGURATION VARIES) ••SECTION -�- ' NO. OF FULL HT. JAMB CONT. I6GA. STUD W/REVIEWED " 15/8" FLANGES (NO CONT. 16GA. W/ 11/2" LEG SILL STUDS PER SCHEDULE STUDS PER 8/57.1 FOR ' TRACK (SPLICE PER 12/51.1) CONT. 16GA. SILL, U.O.N. (WELD PER 13/57.1) CODE COMPLIANCE S J �, SPLICES) - CONNECT #8 I TRACK W/ 11/2" LEG CLIPS PER 15/57.1 (WELD PER 13/5.1) APPROVED TO TRACK W/ SCREWS WHERE OCCURS '� 4/56.1 > APR @ 6"oc EA. SIDE HEADER B SECTION HEADER A SECTION (NO SPLICES) EA. TRACK TO JAMB STUD TYP. JAMB CONNECTION (SEE 2/51.1 AT STEEL COL.) 7006 TYP., U.O.N.8 17 201 700 1 1 C. 0 LUILDING DIVISION ;: STUD PER PLAN OR DETAILS --- -•--• JAMB STUDS PER 20/51.1 - 0.14"0 DRIVE PINS @ 12"oc USE (3)#8 SCREWS WELD PER NO PUNCHOUT SHALL TO STEEL OR CONG. i _ Ih 36 ATTACH 13/57.1 2"t WHERE STUDS OR JOISTS OCCUR WITHIN 12" 1 SUPPORTS (EMBED I1" AT TO 4 TO WEB �� TMP' ARE SHOWN TO ABUT, FROM END OF STUDS, GONG.) ATTACH W/ (2) ROWS 4 1%2x1% 16GA. -CLIP EA. SIDE AT 2 WELD A5 SHOWN TYP. OF #8 SCREWS @ I6"oc TO CLIP x JAMB STUDS 4 TYP. //% ii METAL FRAMING SUPPORTS LENGTH =STUD WIDTH AT ALL 12" STUDS STUDS MUST BE LESS 1/2" MAX. I6GA. x TRACK WIDTH IN/ (2) ROWS @ 4"oc OF (6)4t8 SCREWS, GTRD. ON SPLICE 11 FULLY FULLY SEATED AGAINST TRACK, TYP. 16GA. TRACK ,,, 16GA. TRACK NV I" MIN. LEGS �' © '",, ,� W/ I" MIN. I-,, t = GAGE OF MATERIAL LEGS © © '�\�,,,-' --- CONNECTED ` (2)0.14%) DRIVE PINS TO STEEL TRACK PER DETAILS #8 5G SCREW EA. SIDE I� OR CONG. SUPPORTS (EMBED 1/2 rl 2-36 TYP. 6", 8" AT GONG.) ATTACH W/ (3)#8 $ 10" WALL STUDS JAMB SUDS $ TVP. 12" STUDS METAL FRAMING TRACK SPLICE WHERE READ. SHALL BE LOCATED SUPPORT5O 1 12. @ MIDSPAN OF HEADERS OR SILLS • 7004 12 Multiple p1 5209 Stud or Joist Connection 13 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. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7003 5 >. METAL FRAMING NOTES: 4 I6GA.xl%2"xl%2" �/ 11111.°- I. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS 6. WALL FRAMING: OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END 0 LULLS BRIDGE CLIP, TYP. NOTED HERE. AND AT EACH SIDE OF ALL OPENINGS. SEE (.1000) F , �L V �% - V I---•, --i, SCHEDULE 4 FRAMING OF OPENINGS, U.O.N. 2. METAL FRAMING 4 STRAP BRACING SHALL BE G60 GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: 1. SEE 15/51.1 FOR REQUIRED BRIDGING. I 1,- . Ill ,_,,; 1 I �-� (408 SCREWS /141.iir 16GA. _A 12, 14, AND 16 GAGE ASTM A653 OR A1003, GRADE 50 8. SEE ARCHIL FOR SIZING $ DETAILING OF INTERIOR, NON 6 -TAM& KeLs.ToN, INC. NOTES: I. BRIDGING 15 REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING 15 ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION �'` rr ,� L4fii,.. �� 18 AND 20 GAGE ASTM A653 OR A1003, GRADE 33 a. SEE 3/5.1 FOR CONNECTION OF STUDS TO INTERIOR OR EXTERIOR 3. ALL STUDS 4 STUD GROUPS SHALL BE LATERALLY SUPPORTED TO BRACED FRAME BRACES. PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD PER ASTM C1280. METAL STUD WALL TYPES: CAUSED BY WIND LOADING, AND RESISTANCE TO ' • WALL DESIGNATION STUD TYPE SPACING .4 TkACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST I" FLANGES. BOTH ROTATION AND MINOR AXIS BENDING CAUSED NOTE: SEE PLAN FOR 1 6 I BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED A5 SHOWN. \� 150050-54 BRIDGING CHANNEL @ 4'-O"oc MAX. VERTICALLY, TYP. � Bridging 99 for 7002 Metal Stud Wall 1 8 I 5-616 600513-54 I6 oc LOCATIONS OF STRUCTURAL 5. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AW5 5-618 6005131-43 1611oc STUD GROUPS DESIGNATED DI.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE 5-816 8005162-54 16"oc <X> WHICH SUPPORT BEAMS • THE SPECIFIED CLASSES OF WELD. 5-818 8005162-43 16"oc OR JOISTS. WELD STUD t • GROUPS TOGETHER PER 13/51.1 7000 I4:2 Metal FramingNotes 20 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE I- is CM O r co . . . I I d r N CO d' 10 CO 1411 Feud An.. hitt 13U Suttle,l elietteefllil T1I.214.412.1171 Fu.214. I2.43 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 2061343.5691 COD Ca C/5 �1 Q CM~ Q Z m = DC Q mi M mit CO = Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manages TJG Drawn By. MRM Sheet Title: TYP. NON -LOAD BEARING METAL STUD DETAILS Sheet Number. S7.1 m solo FULLER•SEARS ARCHITUCTII