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Permit D11-243 - INTERURBAN OFFICE - BUILDING D
INTERURBAN 0111410E BUILDING D 14520 INTERURBAN AVE S D11-243 Parcel No: • 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 Permit Number: D11-243 Address: 14520 INTERURBAN AVE S Issue Date: Permit Expires On: Project Name: INTERURBAN OFFICE BUILDING D 10/3/2014 4/1/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SANFT LOUIE 6120 52ND AVE 5 , SEATTLE, WA, 98118 LOUIE SANFT 6120 52 AVENUE S , SEATTLE, WA, 98118 1 R ABBOTT CONSTRUCTION, INC. 3408 1ST AVE S SUITE 101, SEATTLE, WA, 98134-1805 JRABBCI0221Z Phone: (206) 930-9324 Phone: (206) 467-8500 Expiration Date: 3/1/2016 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 10,919 GFA. TRAFFIC CONCURRENCY PAID UNDER PW PERMIT NO. C10-020. Project Valuation: $872,198.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: V -B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $51,069.70 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: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 3277 Fill: 0 0 Number: 2 PUBLIC 0 0 PRIVATE . Yes Permit Center Authorized Signature: Date: 14Z4 I hearby certify that I have read and examined this p T it and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: LOcitic&E49-1412. Date: I 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: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 2: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 3: 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. 4: 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. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 6: Transportation Impact Fee due prior to issuance of this Building Permit is $9,827.10. Based on 10,919 sq ft/GFA of Warehouse in Zone 2 at $0.90 per sq ft/GFA. If Building D 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. • • 7: 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. 8: 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. 9: Project shall comply with Geotechnical Engineering Study by GEOTECH CONSULTANTS, INC. dated September 1, 2010 and any subsequent Geotechnical reports/evaluations. 10: Any material spilled onto any street shall be cleaned up immediately. 11: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 12: 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. 13: The Land Altering Permit Fee is based upon an estimated 3,277 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. 14: 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 materialmust be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 15: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas s ofthe site shall be permanently stabilized prior to final construction approval. 16: ***PLANNING DEPARTMENT CONDITIONS*** 17: 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. 18: 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. 19: Signs are not approved as part of this permit. A separate sign permit is required. 20: A soils inspection is required after amending the soil, but before any plants. 21: 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. 22: 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. 23: All existing trees on the site shall be retained. 24: A Binding Site Improvement Plan for the project site shall be recorded prior to final approval of this permit. 25: 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. 26: 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. 27: ***BUILDING DEPARTMENT CONDITIONS*** 28: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 29: AH mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 30: 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. 31: The special inspections and verifications for concrete construction shall be required. 32: 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. 33: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 34: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 35: 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. --36:-- 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. - - - - - - 37: 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. 38: 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. 39: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 40: Masonry construction shall be special inspected. 41: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 42: Manufacturers installation instructions shall be available on the job site at the time of inspection. 43: 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). 44: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 45: 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. 46: --- 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. 47: ***FIRE DEPARTMENT CONDITIONS*** 48: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 49: 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) • 50: 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) 51: 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) 52: 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) 53: 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) 54: 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) 55: 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) 56: 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) 57: 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) 58: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 59: 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) 60: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 61: 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) 62: 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) 63: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 64: 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) 65: Install a listed, electrically supervised wall indicating valve (WIV) on the east exterior side of the building close to the corner. The valve to be at a height of 36 inches above grade and plumbed in upstream of the fire dept. connection (FDC). 66: U.L. central station supervision is required. (City Ordinance #2327) 67: 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). 68: 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) 69: 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) 70: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 71: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 72: 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) 73: 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) 74: Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir allowed. (City Ordinance #2327) 75: 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) 76: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 77: 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). 78: 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) 79: 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) 80: 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) 81: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. • • 82: 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. 83: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 84: 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. 85: 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) 86: 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) 87: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 88: 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) 89: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 90: 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) 91: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 92: 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) 93: 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) 94: 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) 95: 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) 96: 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) 97: Fire hydrants shall be oriented in the direction of fire apparatus access. 98: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. • 99: 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) 100: Fire hydrant installation requires a Public Works permit. 101: 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) 102: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 103: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 104: 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. 105: 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) 106: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 107: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 108: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 109: Prior to issuance of this permit, the Owner/Applicant shall complete and provide a non-residential sewer use certificate for Building 'D'. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING • • 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4000 SI -CONCRETE CONST 4004 SI -WELDING 5090 STORM DRAINAGE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKI.A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 • Tukwila, WA 98188 http://www. TukwilaWA. qov Building Perm -o. b 4 ! - 2143 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. priejo - oio (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: '4J /'Interurban Ave S Tukwila WA 98188 Tenant Name: Interurban Warehouses and office King Co Assessor's Tax No.: 3365901605, 3365901630 Suite Number: Bldg .b Floor: New Tenant: 0 Yes J ..No Property Owners Name: A & B Properties, Louie Sanft Mailing Address: 52nd Ave S Seattle, WA 98118 City State Zip CONTACT PERSON who doe contact when your permit is ready to be issued Name: Tom Jordan Mailing Address: 1411 4th Ave #1306 Day Telephone: (206) 682-6170 Seattle, WA 98101 E -Mail Address: tjordan@fullersears.com City State Fax Number: (206) 682-6480 Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: TBD Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: City Day Telephone: Fax Number: State Zip 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:Wpplications\Forms-Applications On Line\2010 Applications\7-2010 - Permit Apphcation.doc Revised: 7-2010 bh City State Day Telephone: (206) 343-0460 Fax Number: Zip Page 1 of 6 BUILDING PERMIT INFORMATIO.06-431-3670 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 VI.. 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) *Foran Accessory dwelling, provide the following: S 0 <LA/b <l " D' o 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? 0 Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers 0 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 Safety ata 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\Forms-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 a°_Type of Occupancy per IBC 1st Floor 7/ f 1-7 V -B S-1 2nd Floor / d 7 d 1 V -B B 1 r illy � / S 3 le V -B B Floors thru 1 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) *Foran Accessory dwelling, provide the following: S 0 <LA/b <l " D' o 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? 0 Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: m Sprinklers 0 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 Safety ata 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\Forms-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 IDate Application Accepted: 7 PERMIT APPLICATIONNOTES — 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR UTHORIZED ENT: Signature: Date: 7/21/11 Print Name: Tom Jordan Day Telephone: 206 682 6170 Mailing Address: 1411 4th Ave #1306 Seattle, WA 98101 City State Zip 144(< Date Application Expires: '4, Staff Initials: H:\Applicauons\Fonns-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 6 of 6 BULLETIN A2 aYPE C PERMIT FEE ESTIMATE PLAN REVIEVTANDAPPROVAL FEES DUE WITH AP CATION PW may adjust estimated fees PROJECT NAME Interurban Office Bldgid> PERMIT # D11-) (e 14N1.olN'fd�cv�t 14' • S If you do not provide contractor bids or an engineer's estimate With your permit application, Public Works will review the cost estimates for reasonableness and may adjust estim ates. .tire si#c. An 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: �� Mobilization 1 Erosion prevention PPPA- at r/Sur ee- a e '104) _ A. Total Improvements lSbo 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. .;eee-ee-- VP- 111e- 117'0 D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) ?j�Z'11 5. Enter total excavation volume -24,000 cubic yards X37;-299— cubic yards Enter total fill volume -$14732fi#e— $143•75i e-(4) Use the following table to estimate the grading plan review and permit fee. 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 1sr. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 18T 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ 4.01 —(5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ ¢g(e/.� 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 PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ (g'T e-(6) The pavement mitigation fee compensates the City for the reduced life span due io 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. $ 24565- (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 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 BULLETIN A2 1101-YPE C PERMIT FEE ESTIMATE 4111 PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* (t looop $e.00 \I-4 0, 1(140 12g D. Water Meter — Water only* / e - E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 00 t 00.' Total A through E $ ' -fie— (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 $ go H. Transportation Mitigation $ 13 t I. Other Fees $ 15, al s —4 — CAsta'i* *'f. /Total A through I $ 2¢, 839 — --487948790--(1 0) I ISSUED (6+7+8+9+10)$ /4/315,x,. DUE WHEN PERMITS 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 'V 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 tOiciln /°lzS�ii Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $332.50 D11-060 Address: 14550 INTERURBAN AVE S Apn: 3365901605 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW 1 R000.345.830.00.00 1.00 $66.50 D11-061 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $66.50 D11-242 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $66.50 D11-243 Address: 14520 INTERURBAN AVE S Apn: 3365901630 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $66.50 D11-244 Address: 14510 INTERURBAN AVE S Apn: 3365901630 $66.50` DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5556 R000.345.830.00.00 1.00 $66.50 $332.50 Date Paid: Wednesday, June 17, 2015 Paid By: THOMAS H RADKE Pay Method: CREDIT CARD 073816 Printed: Wednesday, June 17, 2015 1:38 PM 1 of 1 CSYSTEMS PermitTRAK $9,827.10 D11-243 Address: 14520 INTERURBAN AVE S Apn: 3365901630 $9,827.10 PUBLIC WORKS $9,827.10 TRAFFIC IMPACT FEE TOTAL FEES PAID BY RECEIPT: R346 R104.345.840.00.00 0.00 $9,827.10 $9,827.10 r 0 a' tn1beti onlr'on 3 Re ass e sS de c- -Ti�u-f-fiL t-" 1ei a Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045938 Printed: Tuesday, November 04, 2014 11:37 AM 1 of 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK. ACCOUNT QUANTITY PAID $46,327.43 D11-243 ; Address: 14520 INTERURBAN AVE S Apn: 3365901630 $46,327.43 Building Fee $7,295.80 Building Fee R000.322.100.00.00 1.00 $7,295.80 CASCADE WATER ALLIANCE $15,012.50 CASCADE WATER ALLIANCE 8640.237.500 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 $12,085.28 FIRE R304.345.852.00.00 0.00 $7,030.80 PARK R104.345.851.00.00 0.00 $5,054.48 Inspection Meter #1 $15.00 Inspection Meter #1 R401.342.400.00.00 1.00 $15.00 PERMIT ISSUANCE/INSPECTION FEE $187.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 1.00 $187.50 Plan Check Meter #1 $10.00 Plan Check Meter #1 R000.345.830.00.00 1.00 $10.00 PLAN/DEV CONTRIBUTIONS $9,827.10 PLAN/DEV CONTRIBUTIONS R104.367.120.00.00 1.00 $9,827.10 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 8640.237.114 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 B401.245.100 I 1.00 I $950.00 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045938 Printed: Friday, October 03, 2014 2:49 PM 1 of 2 CI'' ? SYSTEMS Cash Register Receipt City of Tukwila TOTAL FEES PAID BY RECEIPT: R3229 $46,327.43 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 045938 Printed: Friday, October 03, 2014 2:49 PM 2 of 2 CISYSTEMS Ci� 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 $D1.1-243 --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 INS CTION NO. INSPECTION RECORD Retain a copy with permit zu3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-367 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: 7"A.A >zv>2g�J a Acc R Ty a of Inspection: __� / I cbig& /'/NAZ Address: 14520Zr�2intg•4-.l Ave S Date Called: Special Instructions: .> Date Wanted: a.m. p.m. Req /4,Jb,1mJ ster: Phone No: ezo( -679 .- S-4/2-1 4Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0/C Inspector: /j` ¢ Date:7 / /� n 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 INSPEtrION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 P k >( SC "Cj R` pra.vi 4pv-oV/ Type ction 17(a cVo r Address: 1(�'_-KfwvAr- u vQe-id Date Calledj • Special Instructions: .SI-„ �� de Date ant — (� a.m. p.m. Requester: cf p/ wt-- Phone No: LIApproved per applicable codes. Corrections required prior to approval. COMMENTS: 7( Rct( ttct 4 R` pra.vi 4pv-oV/ Vt) F— ' /irID `1' - (P 17 r(00 , c� cr 7- ?kat ✓eG( le "Univ 6(cf appy r(a.trf .,:1f te-PAA-I: I sir e -GJ .SI-„ �� de h (gk p/( '�-5 Ek -kit 3 ti,te,--cuk_ive- ffrk- cf p/ wt-- ( A ( ca (1 it- v t i, -L✓ p � aA Inspector: Date:q _ 3_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project:�� D OrCto,, .D Ty1Rje of Inspection: is rI►ot-I Address: /C/S?.o 7i4jAi-vg 4 -''Avg Date Cal d: Special Instructions: ftrt4 Date Wanted: —12--15— a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: rf l VI ®� f r Lf \oI l r� v( 'y1i 49/Th 'c t A., ., , . t, a / 62 v-- 3 "-- ( Kits `rer cc l dao r@1> (tom !JI'3L t � 1' Lan �� t, Lumv .c etR-4/ 1) s l l r Gil < < Irt Rr ►1�,-<./`l ®q, sP Inspector: Dater_ f i n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .fsk' 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 DI -2.1/3 Project: Thf.€4,i)f//4M• ,���n GjD Nl1Pl.(j 'tp Tye of Inspection: Ia#1��u1� k1w/ Address: ✓ Date Called: Special Instructions: :1 nClua(QS : C'�44eK/Oy XiYIiSA S • j iwk�'y� V l a/ Date Wanted: gli /?2�1� a.m. p.m. Requester: )bi tra4 Sry . _ 6?/165 in {a ? Phone No: )14 hate Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Date: 071/ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: t Type of Inspection: Address: ( L15-20 -T44 f W -6C i. e Cape Dat d: --Io r �1 Special Instructions; A 6(dj V `f IFAi iT AGI Inlesli 1 - �`j' a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COM ENTS: eef� CTax/I &o cix e -Imo= -CR/ �P figI Inspector. Date: _3/ _ s - REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �lAY��cm1)-fes Type of Inspection: $Zie.Rb t,✓t (,1 c-rCtI�c ti Addre s: -y.eru cch 1 ` s$O Date Called: �Jc , Special Instructions: g i0(9 P Date Wanted: 3s—r 7 —<S-• a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: PA s 4e-4(�. wy 1 1 �k Inspector: Oat ` -(7 -($ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be 1-1 paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN PE ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 D1 - z-Zf3 Fc Project: a (A -res Type of Ins ection: lilt 1( SG-- f-&(1 . Address: I 45—-1-t2ketr 4 4( c.N. b)o. Date Called: Special Instructions: /� g(dg) 6,1,(1-(,, i'OGl Date rated ..... (f a.m. P.m. Re u r: q Ta 6 44,1,0if 'Phone No: 2t —L(73 -(ctil Approved per applicable codes. Corrections required prior to approval. COMMENTS: /t crki.'QtYAG 31,34 - Inspector: Data -3- j. - n REINSPECTION FEE REQUIRED. Prior to next inspection. Fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit Df(` 2V3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:,Type 4jCrtii 4o UT ecrr of Inspection: , f Address: 1q i7 0-ZIAferu6' tat Alit Date ailed: Special Instructions:Date 6 p V 4,1 Wanted: / �+- -2_2-7 ` (J a.m. p.m. Requester: Phone No: CSVpproved per applicable codes. • El Corrections required prior to approval. COMMENT& 7/eq— 6/qp rev/ PqVare-f- Liier 1/ c Ic Inspector: / Da> 77-15 C 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 I311 - INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 8Ivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: , ytIVeimoes Type of Inspection: ‘, LLA/U ffreaffAs I U.Jcil( flk.eot f-6,. (kg. 0 Address: r/2-0 r-klittlatffrqk /4-41V-50 Date Called: Special Instructions: Vcey D, Ahryit evvi A 41 Date Wanted: — rr a.m. P.m. Requester: , root (ft ftbLof Phone No: - Z476— 1173 — /g Yq 12rApprcved per applicable codes. 0 Corrections required prior to approval. COMMENTS: el U.Jcil( flk.eot f-6,. (kg. 0 Xi- -lifil od 0 8 1.1 p 47 e rfri--/te--k ri < 11-6 ti If • ......_ci inspector: Datt 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 INSEE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING -DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 436-9350 Project: Type of Inspection: , Address.1 s 1 1-13- 7() jsi. €V t&rLgiit 4a Date Called: C. Special Instructions: pvt Date Want e : Q a.m. Requester: Phone No: O 1 ) err i `,. c PI Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: .., e/A, IN -174- 61-' .,cr,-0, is„,r (a , , r iln.P"---ctipfet O 1 ) err i `,. c - Vet gt -.- { I c.....4 Dated (6 _I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTIO NO. INSPECTION RECORD Retain a copy with permit PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Protect: :- 1)H PS. , Type of Inspection: clr JJM.t r'G .,..tr0)-t.it1(0NI Address: t'i 5 50 TAM' a rit ilaAV Date Called: 2 t" -N. Special Instructions: Date Wanted: f i a.m. — 1 4 l) l P. m' itequ—nester' it1t.1... I).e Phon -242 0 -- 4`73 _. I (04q Approved per applicable codes. 'orrections required prior to approval. COMMENTS: IRf�p /�e �v %�..�` ! - AL V�i Tt-�y` S El �i Pe� i .! >r �(o fwk,i ,i c re e . ,..5`f. - . E c,3‘ -A-1— fP : R 1�, 1 f -A /AA l '' 6 " i 9 - -4- : ry A-- -frill A- ST; r tS17:.MS :rc --(.....A---S.,--7- ... S, •S(A-:tT -rk-- .s• it1t.1... I).e ! 6?1 --af --atAIA) I A S ro 1 L IA.e 4,-t k.P/ - 0 F Mc :i-A,;.4-j.,4Jr iea7 6.-ni-k p 6 AJ e iii s -rn 7,, P Tr Li (Trtire 4t% -. A 0 r -7-- F P 517T, e t o,1 e t4) bre ,4 --- Ai)--- 1 ( 4t P 51._ f el(); ,ice :.li-t 2.41 -S /1.0 i '- . 'T -to o e ` i r Wit,(i . 1,t) .f J(_ 0 to O . D11 O d 1 -I j -242_, Er 2 l.(-1� r / 1 Inspet oi"' 7", f\ _- REINSPECTION FEE`REQUIR:I. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd..,Suite 100. Cali to schedule reinspection. Date: �k2 INSPECTION RECORD Retain a copy with permit Di!- 243 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: ,r/`ur A-ni io f- 'c e Type a Inspecti n: nom i n — --9[0,.., /LS Address: / 5 24.1., YUf 2MV Date Called: ,-- Special Instructions: i . / Date Wanted:/ f -.e 7-a.m.,/- p.m. Requester (DAA Phone No: ?AO -4 7— l (D44 Approved per applicable codes. Corrections required prior to approval. COMMENTS: insp tor: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit DI(- 2 INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 'Type ;it! 644 oi.-Inspec . rou , ') Address: 1.“7,6 7-,..1eia/-fil Date Called: ..„-----, Special Instructions: I ". V.. -Date Wanted, i -2--S- - 14 p.m. Requester: Phone No: LJApproved per applicable codes. J Corrections required prior to approval. COMMENTS: DA it( ;/Nrx) f ( _Me.,e.11- &() 4 cfc)re inspealor -Date: 1/ -Tht.5*- /4 REINSPECTION k REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcehter Blvd.. 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) 431-2451 Project:,,, Type oflnspection: Addre s:Date t Lsi 2...e:)2...e:),— rt. A0 vi,q 6/1 NJ Called: Special Instructions: ' Date Wanted: t l— t 3 --- I Lt ,Ca.m. p.m. Requester: Phone No: DApproved per applicable codes. Corrections required prior to approval. COMMENTS: 73L Cid In e tor: Dat : 13, iv EINSPECTION FEE REQUIRED. Prir to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION'/NUMBER INSPECTION RECORD Retain a copy with permit t//-- 3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: j4 i /A/. toitit) .).....c...c-- ) 010.e. Type�°f.Jnspectio Address: /145 g_p Suite #: ,_5 Permits: Contact Person: Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: J( Date: gigg/tom Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 i INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER t q -P EMIT Alt RS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Proje t: IN v v AL) tC ce,%(dr(he),,04)2_ Type of Inspection: 6p i ►�,A, Address: / q s-ao Suite #: 411;4- s 0 ) 1 I Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: s� FKr_ — ,ot( Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: A , 5--4,,, h (5-1 Date: S'/"(// Hrs.: / 7 / $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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit dy-5—/sem PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: v' 6.d, r) �-r- tri �-b Type of nspection: {e) ���_ IA r u Address: Suite #:/y9 ---A0 --4.-----A-5, Permits: Contact erson: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: AYofro Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector2'' �E � -zwr- Date: W��/5--- Hrs.: 2 0 / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 May 7, 2015 0`i 10 ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5914 • WABO Registered Agency • Website: www.ottorosenau.com 7,11$�,��,e�� FINAL REPORT �a� Goevi? City of Tukwila Building Department QeJ 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Interurban Office and Warehouses — Bldg D Permit Number: D11-243 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 6. Proprietary anchors - mechanical Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Cusiolo' Crista Moser Report Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT OP. WIMP' MOO III 5.1116 !Lae/ MAY 262015 Community uevelopment Job Number: 14-0466 Report Number: 240982 Permit Number: D11-243 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jim Linehan, 02/09/15 I Masonry Sub or Contractor: R and D Masonry / JR Abbott DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 /1 Level 2 ■ SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) • Level 2 (Continuous) ■ 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) ORA representative was on site for periodic masonry and continuous reinforcing grout placement inspections of Building D walls at C -G/4; C and G/3-4 (approximate elevation 20'-0" to 24'-8"). Representative verified conformance with City approved permit documents. Approximate square footage completed on this date: 550 / 7,300 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?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 365030 Grout supplier: Miles Grout preparer: Batch Plant Grout temperature: 60°F Grout slump: 9'/2" Total yardage: 9.0 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: Mortar temperature: Mortar ingredients: Proprietary Prepackaged MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: CMU -Smooth (8x10 and 8x8), Splat (8x10) SAMPLE' INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Overcast, 46°F Protection methods: None Is this a re -inspection? No If yes - original inspection date: COMMENTS Other ASTM Methods Used: Conforms X Does Not Conform >1 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.T 2gilt Geotechnical Engineering, Construction Inspection & Materials Testing munal Dv�eve 09 Job Number: 14-0466 MASONRY REPORT Report Number: 240982 1 Permit Number: 1)` ` — 7.— R3 Project: Interurban Office and Warehouses Address: 14550 Interurban Ave, Tukwila I Client: A & B Properties Inspector & Date: Jim Linehan, 02/09/15 Masonry Sub or Contractor: R and D Masonry / JR Abbott DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Level 1 ® Level 2 0 Ref. 17-04.5.1/17-04.5.3/17-05.4 IBC (2006, 2009, 2012) SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) 0 Level 2 (Continuous) 0 Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) ORA representative was on site for periodic masonry and continuous reinforcing grout placement inspections of Building D walls at C -G/4; C and G/3-4 (approximate elevation 20'-0" to 24'-8"). Representative verified conformance with City approved permit documents. Approximate square footage completed on this date: 550 / 7,300 Was reinforcing steel verified? Yes Grade of reinforcing steel: Are anchors in place? (if required) : N/A Is reinforcing steel secured in place?: Yes Is high lift grouting approved?: No 60 I Manufacturer: GROUT INFORMATION (ASTM C 1019) IGrout supplier: Miles I Grout preparer: 9.0 I Method of consolidation: Vibrator Mix no./type: 365030 Grout temperature: 60°F I Grout slump: 9'/2' I Total yardage: Cement — 611, Sand —1980, Pea — 890, Water — 392 Cascade Batch Plant Grout ingredients & weights: Mix no./type: S MORTAR INFORMATION (ASTM C 780) Mortar supplier: AmeriMix I Mortar preparer: Mortar temperature: Block/unit supplier: Basalite Mortar ingredients: Proprietary Prepackaged MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) I Block/unit type: CMU -Smooth (8x10 and 8x8), Splat (8x10) SAMPLE INFORMATION Were any samples made? No IIf Yes — see attached report OTHER INFORMATION Weather & ambient temperature: Overcast, 46°F Is this a re -inspection? No Protection methods: None If yes — original inspection date: COMMENTS Other ASTM Methods Used: 1 Copies to: X Client Owner X Architect Conforms 1 X 1 Does Not Conform 1 X Engineer Contractor 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. except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 MAR 0 2 2015 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 PERMIT CENTER Form No.: ADMIN -72-07 (Rev 05/13) OTTO ROSENAU & ASSOCIATES INC. MAy 262015 Geotechnical Engineering, Construction Inspection & Materials Testing Community 00.1a f, CONSTRUCTION INSPECTION REPORT Report Number: 292682 Project: Interurban Office and Warehouses Permit Number: Address: 14550 Interurban Avenue, Tukwila Job Number: Client: A & B Properties Client Address: kk 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection X Other (specify): Fillet Welding X Other (specify): Inspector and Date Remarks Mike Sorantino Observed steel erection, fitting and welding of tube steel framing members at office bump out, east 02/02/2015 side of structure. Work observed appeared satisfactory and was in progress and ongoing. Copies to: X Client X Engineer Others Owner Contractor Technical Responsibility: X Architect X Building Dept. 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) RECEIVED CITY OF TUKWILA MAR 0 2 2015 PERMIT CENTER f1M ff Rabe, Project Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEIVED MAY 262015 Report Number: 292682 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: Community Development D11-243 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Other (specify): Fillet Welding X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino Observed steel erection, fitting and welding of tube steel framing members at office bump out, east 02/02/2015 side of structure. Work observed appeared satisfactory and was in progress and ongoing. 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 Foran No.: ADMIN -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing AM 262015 Report Number: 25457 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: Community ppvejgpment 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Other (specify): Inspector and Date Remarks Jonathan Blisserd On site for the following: 2/12/15 1. Inspected welds for structural steel framing level 1 to roof elevation, grids A -G/3-4. All work completed per detail and minimum AWS D1.1 requirements. 2. Verified bolted connections at above framing. All bolted connections completed per detail. Bolts in snug -tight condition per contract documents. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 0 2 2015 PERMIT CENTER -da-1. JegRabe, 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 P.ECEIVED Report Number: 25457 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: Community Development D11-243 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Other (specify): Inspector and Date Remarks Jonathan Blisserd On site for the following:. 2/12/15 1. Inspected welds for structural steel framing level 1 to roof elevation, grids A -G/3-4. All work completed per detail and minimum AWS D1.1 requirements. 2. Verified bolted connections at above framing. All bolted connections completed per detail. Bolts in snug -tight condition per contract documents. 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: 302504 CONSTRUCTION INSPECTION REPORT Project: Interurban Office and Warehouses Address: 14550 Interurban Avenue, Tukwila Permit Number: Job Number: Client Address: 011-243 14-0466 6120 52nd Avenue South, Seattle VII1,I11. Inspections Performed Steel Decking Other (specify): Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Stephen Ramos Arrived on site to perform visual weld inspections, in accordance with project plans and 02/16/2015 specifications as follows: 1. Visually inspected field welding of roof deck puddle welding and side seam attachment, in accordance with 5/S5.1. A. Puddle welding was found in conformance with detail 5/S5.1 and AWS D1.3 welding code. B. Verified use of PunchLock side seam attachment at 24" center spacing as per 5/S5.1. Work found in conformance in grid A to C line/3 to 5 line. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2015 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 Forrn No.: ADMIN -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 303660 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila A & B Properties Permit Number: Job Number: Client Address: Di 1-243 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 Ernie Leimkuhler Onsite to visually inspect steel welds to AWS D1.1, IBC 2009 and signed approved drawings. 2/19/2015 Items inspected: Roof structure, Unit D, G.0 -J.0/3.0-5.0 1. Bar joist to HSS beams, per typical details Welder: Welder credentials previously verified All inspected items conform to previously noted standards. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2015 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 CONSTRUCTION INSPECTION REPORT Report Number: 302522 Project: Interurban Office and Warehouses Address: 14550 Interurban Avenue, Tukwila Client: A & B Properties Permit Number: Job Number: Client Address: D11-243 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 Stephen Ramos 2/23/2015 Copies to: X Client Owner X Architect Arrived on site to perform visual weld inspections, in accordance with project plans and specifications as follows: Building D (Grid C to J/1 to 5) 1. Visually inspected field welding of roof deck puddle welding and side seam attachment, in accordance with 5/S5.1. A. Puddle welding was found in conformance with detail 5/S5.1 and AWS D1.3 welding code. B. PunchLock side seam attachment at 24" center spacing as per 5/S5.1 (in progress). 2. Visually inspected field welding of the following items in accordance with AWS D1.1 welding code: a. Roof joist to joist seats; 1 & 2 line/C to H line as per 5/S5.4, and 4 line/C to G line as per 4/S5.4. b. Roof joist to joist girder, on 3 line/C to H line asper 9/S5.4. c. Wall splice plate to beam at grids C-3 and G-3 as per 15/S5.3. d. Beam connection at grid H-3 as per 8/S5.3 e. Wall splice at grid G-3.7 as per 14/S5.3 f. Brace frame upper connections as per 8/S5.5 g. Brace frame center connection as per 15/S5.6 h. Office pod (H to J/3 to 5) HSS Beam/column connections at L2 & Parapet as per 19/S5.7. Welding inspected was found to be in conformance AWS D1.1 welding code and referenced details. Conforms X Engineer Contractor X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2C5 J effRJecrlg`� 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: 312790 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 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 Stephen Ramos 04/28/2015 Copies to: X Client Owner X Architect Arrived on site to review, verify and inspect nonconforming items noted on the Structural Engineer Observation report dated 3-25-15 as follows: 1. Item 2.3: Building A, Reference detail 8/S5.4 Verified installation of 3/8"x3" plates to W8 struts and adjacent joists per detail between grids 2 and 4 (except no plates were installed at columns at grids B-2 & B-3). Plate was found installed and welded per detail at column at grid B-4. Visually inspected welding of field deviated plates between grid line 8 & 11. As per response in RFI #056, plates were found welded with a 3/16" fillet weld, 6 inches in length (except at columns grids B-9 & B-10, where plates were not installed). Welding conforms as per AWS D1.1 welding code. Contractor requested clarification from the structural engineer whether the detail applies to the connections of the W8x10 struts at the column connections noted above. 2. Item 2.4: Building A, Reference detail 19/S5.7: Grid R-4, HSS beam to column. Side plate per detail installed and welded per detail. Welding conforms per AWS D1.1 welding code. 3. Item 2.6: Building B, Reference detail 9/S3.4: '/"x14"x14" plate installed with epoxy anchors as per engineer recommendation. ORA report 289620 dated 4-23-15. Visually inspected welding of added plate to wall embed 9/S3.4, and was found in conformance with AWS D1.1 welding code. 4. Item 2.9: Buildings B & D, Reference 14/S5.3: New 3/8"x4"x6" plate added and welded as directed with 3/16" fillet weld all around new plate to HSS beams. Plates were added as follows: a. Building B, welding conforms per AWS D1.1 welding code. b. Building D North, welding conforms per AWS D1.1 welding code. CONFORMS (for items inspected and noted in conformance) Awaiting engineer clarification for items noted in Item #1A and #1b of this report. A. B. X Engineer Contractor X Building Dept. Others Technical Responsibility: Jeff Rabe, Manager Project 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 9!TV2 O 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (2 ! -2221F TUKWILA Form No.: ADMIN -63-05 (Rev 10/10) MAY 21 2015 PERMIT CENTER OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 304972 Project: Address: • CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila Permit Number: Job Number: Client Address: D11-243 14-0466 6120 52nd Avenue South, Seattle Inspections Performed Steel Decking Other (specify): Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Stephen Ramos 04/20/2015 Copies to: X Client Owner X Architect Arrived on site to review nonconforming report items and perform magnetic particle inspection of shop welding as follows: Building A 1. As per ORA report #295172, final inspection of shop welding was performed on items which per IBC 2009, Table 1704 required continuous inspection. These items were: A. Columns: 36A, 37A, 38A, 39A, 40A, & 41A. B. Beams: 43A & 43B. It was noted that all items contained multi-pass'/2' fillet welds which were completed without ORA present during welding. The welding was inspected prior to painting by this inspector at time of inspection, and the result of final welding was in conformance with AWS D1.1 welding code and shop drawings. 2. A review of the shop drawing, (sheet 36, rev. A), available on site for the beams 43A & 43B, indicate there were no'/2" fillet welds requiring continuous special inspection. Therefore, there is no non -conforming condition and these pieces are in conformance. 3. Magnetic particle testing of approximately 10% of the 1/2" fillet welds on each of the columns noted in item 1A of this report was conducted to supplement the original final visual inspection performed on 9/22/2014 and engineer response for item 5 of RFI #055. Reference magnetic particle report 304972A for welds tested and results. **Conforms, for items noted above. Engineer review and approval still required for final acceptance. X Engineer Contractor X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAY 2 1 2015 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 , 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 6747 M.L. King Way S., Seattle, Washington Form No.: ADMIN -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MAR 25 2015 MASONRY REPORT DEVELOPMENT Job Number: 14-0466 Report Number: 240980 Permit Number: D11-243 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jim Linehan 2/03/2015 Masonry Sub or Contractor: R and D Masonry / Abbott DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. Level 1 ►1 Level 2 ■ SBC Level of Inspection: (Projects located in Seattle) Level 1 (Periodic) ■ Level 2 (Continuous) • 17-04.5.1/17-04.5.3/17 05.4 IBC (2006, 2009, 2012) Ref. 17-04.5.1117-04.5.3 SBC (2006, 2009) ORA representative was onsite for continuous periodic masonry/reinforcing and continuous grout placement inspections of building D walls and C -G/4; C + G/3-4. (Approx. elevation 6' to 14'-8"). Representative verified conformance with city approved permit documents. Approximate square footage completed on this date: 900 / 6300+- 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: 58°F Grout slump: 9 1/2" Total yardage: 13 Method of consolidation: Vibrator Grout ingredients & weights: Cement: 611# I/II; Sand: 1980#; 3/8": 890#; Water: 392# MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Amerimix Mortar preparer: N/A Mortar temperature: 45°F Mortar ingredients: Pre-packaged: Proprietary MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: CMU - smooth (8X8, 8X10) split (8x10) SAMPLE INFORMATION Were any samples made? Yes If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Rain/43°F Protection methods: N/A Is this a re -inspection? No If yes - original inspection date: N/A 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: it\4114 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 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: 240980 MASONRY REPORT - SAMPLE DATA Sample Description Number of Samples Sample Size Cubic Yards Required f'n,or psi Ambient Temp Truck No: Ticket No. Grouted CMU Prisms (ASTM c1314) 8 8X16A10/8X8 13.0 1500 43° M063 138360 Ungrouted CMU Prisms (ASTM C1314) COMMENTS Date Samples Picked Up By ORA representative: 2/04/2015 Max/Min Temperature (15148 hrs.): (excluding paragraph 12.1.4) PRISM INFORMATION (ASTM C1314 Date Constructed: 2/3/15 Constructed By (Mason): R & D Masonry Date Grouted: 2/3/15 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" NOTE: Samples 1 & 2 - gray smooth; samples 3 & 4 - red smooth; samples 5 & 6 - red split face; samples 7 & 8 - gray 8" smooth PRISM COMPRESSION TEST RESULTS Avg. Avg. Avg. Gross Max Gross Height/ Corrected Prism Test Age Width Height Length Area Load Strength Thickness Strength No. Date (Days)in. in in. int (Ib.) loll Ratio C/F foil 1 3/3/15 28 9.65 15.81 8.65 83.47 270,440 3240 1.83 .95 3080 2 3/3/15 28 9.65 15.75 8.65 83.47 203,750 2440 1.82 .95 2320 3 3/3/15 28 9.65 15.81 8.85 85.40 290,790 3410 1.79 .94 3410 4 3/3/15 28 9.65 15.75 8.85 85.40 261,410 3060 1.78 .94 3060 5 3/3/15 28 9.75 15.88 8.75 85.30 252,100 2960 1.81 .95 2960 6 3/3/15 28 9.70 15.81 8.65 83.91 227,970 2720 1.83 .95 2580 7 3/3/15 28 7.70 15.75 8.45 65.07 172,320 2650 2.05 1 2650 8 3/3/15 28 7.70 15.75 8.70 66.99 234,250 3500 2.05 1 3500 Sampling & Testing Methods Used: ASTM C 140, ASTM C 1314 Avg Compressive Strength of Prisms (psi): 2940 (excluding paragraph 5.11) RECEIVED CITY OF TUKWILA MAR 2 5 2C'3 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) Job Name: Interurban Office and Warehouse Job Number: 14-0466 Report No: 240980 OTTO ROSENAU & ASSOCIATE ' RECEWEL) CITY OF TUKWr_!, MAR 25 PERMIT CENTEp 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-72-06 (Rev 02/11) - OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 286048 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 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 Isaac Ruoff 2/25/15 On site to visually inspect the punch lock at the roof deck at Building D. Punch lock was at a minimum at 24" on center as per approved plans. Also inspected was the lower hollow structural section to gusset plate at BF2 at Building D welds were visually as per approved plans and details and AWS D1.1: 2010 table 6.1. Conforms Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2015 PERMIT CENTER (mi 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: 304882 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 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 Stephen Ramos 03/04/2015 Copies to: X Client Owner X Architect Arrived on site to perform visual weld inspections, in accordance with project plans and specifications as follows: Building B (Grid A to C line/2 to 3 line) 1. Visually inspected field welding of roof deck puddle welding and side seam attachment, in accordance with 5/S5.1. A. Puddle welding was found in conformance with detail 5/S5.1 and AWS D1.3 welding code. B. PunchLock side seam attachment at 24" center spacing as per 5/S5.1. 2. Visually inspected field welding of the following items in accordance with AWS D1.1 welding code: a. Roof joist to joist seats; 1 line/B to C line as per 5/S5.4. b. Roof joist to beam, on 2 & 3 line/A to B line as per 18/S5.4. c. Wall splice plate to beam at grids C-2 as per 15/S5.3. d. Struts in grid B to C line/1 to 2 line as per 5/S5.3. Welding inspected was found to be in conformance AWS D1.1 welding code and referenced details. Conforms X Engineer Contractor X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2015 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 Report Number: 303680 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 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 Ernest Leimkuhler On site to visually inspect steel welds and mechanical wedge anchors to AWSD1.1, IBC 2009, and 03/09/2015 signed approved drawings. Items inspected: Roof structure, Unit B, B.0 -D.0/1.0-3.0, tilt -up warehouse area. 1. Bar joist welds to ledgers to embeds, per typical details, 1.0/6.0-D.0 2. (4)3/4" Mechanical wedge anchors, C -channel drag -strut connecting top of grouted masonry wall to support column, per 19/S5.3, at C.0/3.0, under roof deck See anchors report #303681 PAM 3. Mechanical wedge anchors, roof ledgers to grouted masonry walls. 3/4" anchors, per 5/S5.4, 3.0/6.0-D.0 See anchors report #303682 PAM 4. Mechanical wedge anchors, roof ledgers to cast tilt -up walls, 1/2" and 5/8" anchors, per 20/S5.1, 10/S5.1, 1.0/8.0-D.0 See anchors report #303683 PAM Welder: Welder credentials previously verified All inspected items conform to previously noted standards Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 2 5 2015 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 Report Number: 292683 Project: Address: • CONSTRUCTION INSPECTION REPORT Interurban Office and Warehouses 14550 Interurban Avenue, Tukwila Permit Number: Job Number: Client Address: 011-243 14-0466 6120 52nd Avenue South, Seattle r Inspections Performed Steel Decking X Other (specify): PJP Welding Fillet Welding X X Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks Mike Sorantino Visually inspected PJP and fillet welding of foundation to panel connections on building D along line 02/03/2015 A/3-4, J/3-4 and along 4 and 5/A -J. Work inspected appeared satisfactory and adequate as per AWS D1.1 and 19 and 20/S3.2 of plan. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAR 0 2 2015 PERMIT CENTER 14/‘.AW 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: 240981 Permit Number: D11-243 Project: Interurban Office and Warehouses Client: A & B Properties Address: 14550 Interurban Ave, Tukwila Inspector & Date: Jim Linehan 02/04/2015 Masonry Sub or Contractor: R and D Masonry / Abbott DESCRIPTION / LOCATION IBC Level of Inspection: (Projects located outside Seattle) Ref. SBC Level of Ins Inspection: p (Projects located in Seattle) Level 1 ■ Level 2 (Continuous) • Level 1 ./ Level 2 ■ (Periodic) Ref. 17-04.5.1/17-04.5.3 SBC (2006, 2009) 17 04.5.1/17 04.5.3/17-05.4 IBC (2006, 2009, 2012) Inspected reinforcing steel and grout placement for building D walls at C -G/4, C and G/3-4 (approximate elevation 14'-8" to 20'0") per City of Tukwila approved permit documents. Approximate square footage completed on this date: 480 / 6800 +- 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?: No GROUT INFORMATION (ASTM C 1019) Mix no./type: 365030 Grout supplier: Corliss Grout preparer: Batch Plant Grout temperature: 60°F Grout slump: 9" Total yardage: 9 Method of consolidation: Vibrator Grout ingredients & weights: Cement: 611# I/II; Sand: 1980#; PEA: 890#; Water: 392# MORTAR INFORMATION (ASTM C 780) Mix no./type: S Mortar supplier: Amerimix Mortar preparer: N/A Mortar temperature: 44°F Mortar ingredients: Pre-packaged: Proprietary MATERIAL INFORMATION (ASTM C 67/ ASTM C 140) Block/unit supplier: Basalite Block/unit type: CMU - smooth (8X8, 8X10) split (8x10) SAMPLE INFORMATION Were any samples made? No If Yes - see attached report OTHER INFORMATION Weather & ambient temperature: Overcast 40°F Protection methods: Visqueen Is this a re -inspection? No If yes - original inspection date: N/A 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. Reprodpp,t#j;YSFepQrt, CITY OF TUKWILA 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)7232Al2 2015 Form No.: ADMIN -72-07 (Rev 05/13) PERMIT CENTER TT SENA ASSOCIATES, I C. 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 • 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. o 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 1/2, 5/8, and'/" 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: RECEIVED (CITY OF TUKWILA. MAR 0 2 2015 PERMIT CENTER )f1‘tJu i \ 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: RC299226 Permit Number: 011-243, D.11-061 Project: Interurban Office and Warehouses Address: 14550 Interurban Ave, Tukwila Inspector(s): John Reeder Client: A & B Properties Address: 6120 52nd Ave S, Seattle Date: 11/13/2014 Description/Location: Inspected reinforcing steel for size grade, and spacing, and the concrete placed for footings at grid lines 3 -5/A -J (Building D) and stem walls at grid lines A -B/2-4 (Building B). Inspected to the approved plans and engineer of record approved mix design. Resteel Verified: Yes 11/13/2014 John Reeder (Grade 60) Mfg: Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Corliss J15500 4" 1" 0.50 N/A 96.5 Pump Yes 4500 psi at 28 days. Design k 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): Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1-4 10:30 am 10.50 Water Slump Added C 143 10 gal. 4 1/2" Actual ❑ Batch Weights/Cubic Yard 517# 1380# 1890# 7/8" Slag (lbs): 260# 13 oz. GLENIUM 3030 Air %a C 231 Conc.Temp C 1064 N/A 59°F Ambient Temp 43°F Truck Ticket No. No. 0141 89371 Weather: Clear Slump Range: 4 1/2" Air % Range: N/A Date Samples Picked Up: 11/14/2014 Initial Curing Method: ASTM C31, ExcludeC31-12.1.5 Initial Curing Temp: Comments Note: 4000 psi required for footings; 4500 psi required for stem walls. REINFORCING/PLACEMENT: Conforms: l Does Not Conform: ❑ Specimen Number Test Date COMPRESSIVE TEST RESULTS ASTM C31, Exclude C31-10.1.2 Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 _ 11/20/14. 2 12/11/14 3 12/11/14 4 12/11/14 = Discarded 7 4x 8 12.56 8.8 74,790 5960 RECEIVED 28 4 x 8 12.62 8.83 98,630 7820 __ _ CJTY_QE TUKWILA 28 4 x 8 12.62 8.79 97,820 7750 98,270 7790 28 4 x 8 12.62 8.74 Tested in general accordance to: ASTMC39 ASTMC617 ❑ Copies to: Client Engineer 0 Building Dept ❑ Owner ❑ Contractor 0 Batch Plant k Architect ❑ Others ASTMC1231 ❑ Technical Responsibility: _DEC -.2 4:2014 PER`VI:T CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 Envelope Summary Zone 1 Non -Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Project Address Interurban Office / Warehouses - Building D 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Date 1/6/2012 Total Fenestration Electronic version: these values are automatically taken from ENV -UA. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 14600 Interurban Ave South Semi -Heated Path For Building Department Use - FILE COPY t+ gl. N/A Tukwila, WA N/A Applicant Name: Fuller Sears Architects (Tom Jordan) Walls - Steel Framed Applicant Address: 1411 4th Avenue, Suite 1306 R21 Applicant Phone: (206) 682-6170 Pent Project Description ❑, New Building ❑ Addition ❑ Al ❑'Change of Use Compliance Option ❑ Prescriptive Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Occupancy Group ® Nonresidential 0 Multifamily Residential ' Climate Zone 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area C'alevilatinn Total Fenestration Electronic version: these values are automatically taken from ENV -UA. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 2198.0 - 14616.0 X 100 = 15.0% Semi -Heated Path 0 yes Allowable if project meets all requirements as defined in section 1310.2. Only allowed as prescriptive path and must be calculated separately from other conditioned spaces. Limited to reduced wall 0 no insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements (enter values as applicable) Minimum Insulation R -values Roofs - Insulation Above Deck R30 Roofs - Metal Building N/A Roofs - Single Rafter N/A Roofs - Attic and All Others N/A Walls - Mass N/A Walls - Metal Building R21 Walls - Steel Framed N/A Walls - Wood Framed and Other R21 Floors - Mass Floors - Steel Joist Opaque Doors - Swinging Floors - Wood Framed and Other Maximum F -factors Slabs -on -Grade - Unheated N/A Slabs -on -Grade - Heated N/A Notes: REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION CORRECTION LTR#__4__ Envelope Requirements ( continued ) Maximum U -factors Vertical Fenestration Non -Metal Frame Metal Frame Entrance Door Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging Opaque Doors - Non -Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights 1)11%22-13 RECEIVED JAN 112012 PERMIT C LATER Envelope Summary (back) Zone 1 Non -Residential ENV -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Minimum Requirements for Prescriptive Option Use table to determine if project qualifies for the optional Prescriptive Option. All components must meet the stated Climate Zone Climate Zone 1 Climate Zone 2 Occupancy Group Nonresidential Residential, Other than Single -Family Nonresidential Residential, Other than Single -Family Opaque Elements Insulation Min. R -Value Roofs Insulation Entirely above Deck R-30 c.i. R-38 c.i. R-38 c.i. R-30 c.i. Metal Building R-25 + R-11 Ls R-25 + R-11 Ls R-25 + R-11 Ls R-25 + R-11 Ls Single -Rafter R-38 R-38 R-38 R-38 Attic and Other R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-49 R-38 adv or R-49 Walls, Above -grade Mass R-5.7 c.i. ' R-11.4 c.i. 1 R-7.6 c.i. R-13.3 c.i. Metal Building R-13 +R-7.5 c.i. R -19+R-8.5 c.i. R-13 +R-7.5 c.i. R-19 +R-16 c.i. Steel Framed R-13 + R-7.5c.i. R-19 + R-8.5 c.i. R-13 + R-7.5 c.i. R-19 + R-14 c.i. Wood Framed and Other R-21 R-13 + R- 6 c.i. R-13 + R-7.5 c.i., or R-21 +R-2.5 c.i. R-21 + R-5 c.i. Below Grade Wall Same as above grade Same as above grade Floors Mass R-30 c.i. R-30 c.i. R-30 c.i. R-30 c.i. Steel Joist R-38 + R-4 c.i. R-38 + R-4 c.i. R-38 + R-4 c.i. R-38.0 + R-4 c.i. Wood Framed and Other R-30 R-30 R-30 R-30 Slab -On -Grade Floors Unheated R-10 for 24 in. (with thermal break) R-10 for 24 in. (with thermal break). R-10 for 24 in. (with thermal break) R-10 for 24 in. (with thermal break) Heated R-10 c.i.(with thermal break) R-10 c.i. (with thermal break) R-10 c.i. (with thermal break) R-10 c.i. (with thermal break) Opaque Doors Maximum U -Factor Swinging U-0.600 U-0.400 U-0.600 U-0.400 Non -Swinging U-0.600 U-0.400 U-0.600 U-0.400 Fenestration 0-40% of Wall Assembly Maximum U -factor (NFRC Rated) Vertical Fenestration Nonmetal framing U-0.32 U-0.32 U-0.32 U-0.32 Metal framing U-0.40 U-0.40 U -0.4p0 U-0.40 Entrance doors U-0.60 U-0.60 U-0.60 U-0.60 Skylights Without curb (i.e. sloped U-0.50 U-0.50 U-0.50 U-0.50 With curb (i.e. individual unit U-0.60 U-0.60 U-0.60 U-0.60 Fenestration 0-40% of Wall Assembly Maximum SHGC Factor Vertical Fenestration • SHGC-0.40 all, OR SHGC-0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement SHGC-0.40 all, OR SHGC-0.45 all PLUS permanent PF > 0.50 on west, south, east No Requirement Skylights SHGC-0.35 SHGC-0.35 SHGC-0.35 SHGC-0.35 The following definitions apply: c.i. = continuous insulation, Ls = liner system (see definitions) Footnote 1: Zone 1, nonresidential walls may be ASTM C90 concrete block walls, ungrouted or partially grouted at 32 inches or less on center vertically and 48 inches or less on center horizontally, with ungrouted cores filled with material having a maximum thermal conductivity of 0.44 Btu- in/h•ft2•°F. 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 D Date 01/06/2012 Occupancy Group • Nonresidential O Multifamily residential Clear For Building Department Use Climate Zone QQ Zone 1 0 Zone 2 Fenestration Area as % gross exterior wall area 15.0% Max. Target: 40.0% Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: 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. 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) Roofs a 0 R= 30.0 ID: Rigid Above Roof Deck R= ID: R= ID: 0.034 9067 308.3 0.034 I 9067 I 308.3 Above Deck Insulation U-0.034 -p CO 2R= R= ID: R= ID: ID: 0.031 Metal Building U-0.031 Other R= ID: R= ID: R= ID: 0.027 Single raft, attic, other U-0.027 Opaque Walls - Above Metal Frm I R= 9.000 ID: Wall 1 (6" metal stud) R= ID: R= ID: R= ID: 0.096 3690 354.2 0.064 1 3690 I 236.2 Steel frame/metal bldg U-0.064 Wood/Oth R= ID: R= ID: R= ID: R= ID: 0.057 I I Wood Frame, other U-0.057 y m 2 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 2574 5842 185.3 449.8 0.150 I 8416 I 1262.4 Mass Wall U-0.150 Below Grade Walls R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. 0.150 I Assumed to be Mass Wall U-0.150 Opaque 1 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 96 504 57.6 75.6 0.60 I 600 1 360.0 All Doors U-0.60 Floors `R= ID: R= ID: R= ID: 0.029 I I Floors U-0.029 IF -factor x Perimeter = UA(U x A) F -factor x Perimeter = UA (U x A) 1 Slab -on -grade Unheate R= ID:SIab-On-Grade R= ID: R= ID: 0.730 542 395.7 0.540 1 542 1 292.7 Slab -On -Grade U-0.540 Heated R= ID: R= ID: Proposed assembly F -factors can use the unheated values in Table 10-2 0.360 Heated Slab -On -Grade U-0.360 *Zone CMU walls meeting Table 13-1 Footnote 1 can be entered with U value of 0.15 rather than Table 10-5b values. Plans must Page 1 rlaarly ctate fnntnnta raniiiramants Subtotal Area UA 22315 1827 Area UA 22315 2460 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 D Date 01/06/2012 22315 Fenestration Area as % gross exterior wall area 15.0% Max. Target: 40.0% For Building Department Use Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U -factor (See Section 1312.1) for fenestration assemby (combined fromo and nln,inn norfnrmnnro\ 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 E �i Ti U= 0.400 ID: Alum w/ thermal break, 1/2" double fixed U= ID: U= ID: U= ID: 0.70 1910 1337.0 0.40 1910 764.0 Metal Frame U-0.40 Non -Metal U= ID: U= ID: U= ID: U= ID: 0.32 1 Non -Metal Frame U-0.32 MU entrance U= ID: U= ID: U= ID: U= ID: 0.60 Metal Entance Door U-0.60 I;) Y No Curb U= ID: U= ID: U= ID: U= ID: 0.50 Without Curb U-0.50 I With Curb U= 0.600 ID: Roof Skylights U= ID: U= ID: U= ID: 0.60 288 172.8 0.60 288 172.8 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 2198 1510 22315 1827 24513 3336 Area UA 2198 937 22315 2460 24513 3396 ISHC Calculation Zone 1 Non -Residential - 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential ENV-SHGC Revised December 2010 !Project Address Interurban Office / Warehouses - Building D Date 01/06/2012 Fenestration Area as % gross exterior wall area 15.0% Prop. 40% Max.Target For Building Department Use Prescriptive PF Credit 0 Yes 0 No Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes 0 No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skylights) shall not exceed Target total SHGC x A. If the north facing credit is used then the north and non -north must comply separately with skylights being included with the non -north vertical fenestration. Skylights Proposed SHGC List ID & page #, NFRC or glass only SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: 0.35 288 101 0.35 I 288 I 100.8 Criteria SHGC All 0.35 * Note: Manufacturer's SC may be used in lieu of SHGC. Totals Nonresidential compliance is based upon combined skvliaht and vertical 288.0 100.8 Totals 288.0 100.8 fenestration performance. Residential compliance is based upon skylight only. All Non -North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Mull* SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: ID: ID: ID: ID: 0.40 1.00 0.40 1626 650 0.40 I 1626 I 650.4 CriteriaSHGC All 0.40 Prescriptive PF 0.45 ++Note: If projection factors or north vertical glazing credit are used Totals then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non -North + Nnte• Mani facturer'c srmay ha used in lieu of SHGC. Fenestration that separates 1626.0 650.4 Totals 1626.0 650.4 Total 751.2 - 751.2 conditioned space from a non -conditioned or semi -conditioned space shall be listed here with a proposed SHGC equal to the target value. North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted x Area (A) = SHGC x A Mule SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: 0.40 1.00 0.40 284 114 0.40 I 284 113.6 Criteria Mixed North Orientation Separate All 0.40. 0.45 Prescrpt PF 0.45 0.50 North Total 284.0 113.6 284.0 113.6 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Grand Total Area SHGC x A 2198.0 864.8 Grand Total Area SHGC x A 2198.0 864.8 V r- Target Area Adjustment Calculations 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Address Interurban Office / Warehouses - Building D Revised December 2010 Date 01/06/2012 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. ❑NW = net wall (excludes fenestration, BG, and doors.)DDBG = Doors and below grade wall. ❑Total Fenestration = SKY + VF.DGross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= 288.0 VF= 1910.0 0' NW= 12106.0 DBG. 600.0 14616.0 Total Fenestration 2198.0 Total Fenestration 2198.0 X Net AG Wall Area 12106.0 Max Fenestration % (Table 13-1) 40.0% 100 Maximum Target Fenestration Area 5846.4 Maximum Target cess Fenestration 5846.4 -3648.4 0 4 lesser -3648.4 Excess Fenestration Excess Fenestration /G Target Fenestration Excess Fenestration Vertical Fenestration metal frame non-metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame/metal Wood/Other frame Mass Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration 2198.0 Target Net Wall Area 12106.0 Proposed Area 1910.0 Proposed Area 288.0 Proposed Area 3690.0 8416.0 14304.0 Proposed Area 288.0 1626.0 284.0 X X X X X X X X X X X Total Fenestration 2198.0 Net Wall 12106.0 Target VF Mult. 1.00 Target VF Mult. 1.00 Target Net Wall Mult. 1.00 1.00 Target VF Multiplier 1.00 Target Net Wall Mult. Sum of Target Target VF Mult. 1.00 1.00 1.00 1.00 Target Area 1910.0 Target Area 288.0 Target Area 3690.0 8416.0 14304.0 Target Area Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. 288.0 1626.0 284.0 SHGC target areas in shaded boxes shall be entered as target areas on ENV-SHGC SHGC Calculation Zone 1 Non -Residential ENV-SHGC rms for Nonresidential and Multifamily Residential Revised December 2010 Project Address Interurb Interurban Office / Warehouses - Building D Date 07/19/2011 Fenestration Area as gross exterior wall area % 15.0 Prop.9 40% Max.Target For Building Department Use FILE'� CDy ... r44-). Prescriptive PF Credit 0 Yes 0 No Vertical North Facing Credit (1323.3 Exp. 2) 0 Yes 0 No Notes: To comply the Proposed total SHGC x A for all fenestration (vertical & skylights) SHGC x A. If the north facing credit is used then the north and non -north must comply included with the non -north vertical fenestration. shall not exceed Target total separately with skylights beingy.,„0.0*' Pew Propo SHGC . SHGC* x Area (A) = SHGC x A Target SHGC - SHGC x Area (A) = SHGC x A Skylights List ID & page #, NFRC or glass only ID: ID: ID: ID: ID: 0.35 288 101 0.35 288 100.8 Criteria SHGC All 0.35 * Note: Manufacturer's SC may be used in lieu of SHGC. Totals Nonresidential comnliance is based upon combined skvliaht and vertical 288.0 100.8 Totals 288.0 100.8 fenestration performance. Residential compliance is based upon skylight only. All Non -North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF* Adjusted x Area (A) = SHGC x A Mult SHGC Target SHGC SHGC x Area (A) = SHGC x A ID: ID: REVIEWED FOR ID: CODE COMPLIANCE ID: APPROVED ID: ID: APR 17 2012 ID: • ID: ID: City of Tukwila ID: DIVISION 0.40 1.00 0.40 1626 650 0.90 1626 650.4 Criteria SHGC All 0.40 Prescriptive PF 0.45 BUILDING ++Note: If projection :...-•--••,..>• ••,,.••. ,... . _... . -' are used Totals then vertical fenestration must be entered according to orientation. If neither are used then ventical fenestration can be entered in either section. Non -North + Mnfa• FAnnmlfnrthirar'c Cr'. may ha 'cad in Hail of CHrr. Fanactratinn that sanarates 1626.0 650.4 Totals 1626.0 650.4 Total 751.2 751.2 conditioned space from a non -conditioned or semi -conditioned space shall be listed here with a proposed SHGC equal to the target value. y - North Vertical Fenestration++ Proposed SHGC List ID & page #, NFRC or glass only SHGC+ PF PF Adjusted Mull* SHGC x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A ID: ID: ID: ID: ID: ID: 0.40 1.00 0.40 284 114 0.40 284. • 113.6 Criteria Mixed North 4 Orientation Separate All 0.40 0.45 Prescrpt PF 0.45 0.50 North Total 284.0 113.6 284.0 113.6 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A. If north glazing credit is used then north facing vertical fenestration must comply separately from non -north vertical fenestration and skylights. Grand Total 2198.01 864.8 Area SHGC x A SII- 2'-13 Grand Total Area SHGC x A 2198.0 864.8 RECEIVED JUL 212011 PERMIT CENTER Envelope Summary Zone 1 Non -Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential ENV -SUM Revised December 2010 Project Info Project Address Interurban Office / Warehouses - Building n Date 7/19/2011 14600 Interurban Ave South For Building Department Use Tukwila, WA Applicant Name: Fuller Sears Architects (Tom Jordan) Applicant Address: 1411 4th Avenue, Suite 1306 Applicant Phone: (206) 682-6170 Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive Q Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Occupancy Group 0 Nonresidential 0 Multifamily Residential Climate Zone 0 Climate Zone 1 0 Climate Zone 2 ( See WSEC 302.3 for county list) Fenestration Area Calrirlafinn Total Fenestration Electronic version: these values are automatically taken from ENV -UA. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Fenestration 2198.0 - 14616.0 X 100 = 15.0% Semi -Heated Path 0 Allowable if project meets all requirements as defined in section 1310.2. Only allowed as prescriptive O no path and must be calculated separately from other conditioned spaces. Limited to reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements (enter values as applicable) Minimum Insulation R -values Roofs - Insulation Above Deck R30 Roofs - Metal Building N/A Roofs - Single Rafter N/A Roofs - Attic and All Others N/A Walls - Mass N/A Walls - Metal Building R21 Walls - Steel Framed N/A Walls - Wood Framed and Other R21 Floors - Mass Floors - Steel Joist Opaque Doors - Swinging Floors - Wood Framed and Other Maximum F -factors Slabs -on -Grade - Unheated N/A Slabs -on -Grade - Heated N/A Notes: Envelope Requirements ( continued ) Maximum U -factors Vertical Fenestration Non -Metal Frame Metal Frame Entrance Door Skylights - Without Curb Skylights - With Curb Opaque Doors - Swinging Opaque Doors - Non -Swinging Maximum SHGC (or SC) Vertical Fenestration Non -North North Skylights Target Area Adjustment Calculations Revised December 2010 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Address Interurban Office / Warehouses - Building D Date 07/19/2011 If the total fenestration area as a % of gross exterior wall area (calculated on ENV -SUM) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. SKY= Skylight. Refered to as overhead glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. VF = vertical fenestration. Refered to as vertical glazing in WSEC 1333 & 1334 and equations 13-1 & 13-2. DNW = net wall (excludes fenestration, BG, and doors.)DDBG = Doors and below grade wall. DTotal Fenestration = SKY + VF.DGross Exterior Wall Area= VF + NW + DBG Fenestration -> Opaque -> Gross Exterior Wall Area Proposed Areas Above Grade Walls Doors & BG Walls SKY= 288.0 VF= 1910.0 " t '< +xOi"' NW= 12106.0 DBG 600.0 14616.0 Total Fenestration 2198.0 Total Fenestration 2198.0 Net AG Wall Area 12106.0 X Max Fenestration % (Table 13-1) 40.0% 100 Maximum Target Fenestration Area 5846.4 Maximum Target cess Fenestration 5846.4 -3648.4 0 0 lesser -3648.4 Excess Fenestration Excess Fenestration /c Target Fenestration Excess Fenestration Vertical Fenestration metal frame non-metal frame metal entrance Skylight without curb with curb AG Wall Steel Frame/metal Wood/Other frame Mass Sum of Proposed SHGC Calculation Skylights (all) Non -North Vertical Fenestration North Vertical Fenestration 2198.0 Target Net Wall Area 12106.0 Proposed Area 1910.0 Proposed Area 288.0 Proposed Area 3690.0 8416.0 14304.0 Proposed Area 288.0 1626.0 284.0 X X X X X X X X X X X Total Fenestration 2198.0 Net Wall 12106.0 Target VF Mult. 1.00 Target VF Mult. 1.00 Target Net Wall Mult. 1.00 1.00 Target VF Multiplier 1.00 Target Net Wall Mult. Sum of Target Target VF Mult. 1.00 1.00 1.00 1.00 Target Area 1910.0 Target Area 288.0 Target Area 3690.0 8416.0 14304.0 Target Area 288.0 1626.0 284.0 Apply to all Proposed Fenestration Areas to get Target Fenestration Area Apply to all Proposed Opaque AG Wall Areas to get Target Area Target areas in shaded boxes shall be used as target areas on ENV -UA. Sum of Proposed must equal Sum of Target. SHGC target areas in shaded boxes shall be entered as target areas on ENV-SHGC Interurban Office / Warehouses - Building D Envelope Component U -Calculation - 2009 WSEC 01.14.2011 Wall 1 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* Building Paper Metal panel siding Outside Air Film R -Value 0.68 0.56 9.00 0.06 0.00 0.17 Total R Value 10.47 U value for ENV form = 0.096 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) Wall 3 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* 1" Air Space 6" Solid Concrete Wall Outside Air Film Total R Value U value for ENV form = R -Value 0.68 0.56 9.00 0.91 1.64 0.17 12.96 0.077 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) Wall 2 Element Inside Air Film 5/8" GWB R-21 Batt Insulation* 1" Air Space 10" CMU ** Outside Air Film Total R Value U value for ENV form = R -Value 0.68 0.56 9.00 0.91 2.63 0.17 13.95 0.072 *effective R -value with metal studs 24" o.c. per Table 10-5A(2) ** interpolated value from table 10-5B 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Exterior Lighting Summary LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 Project Info Proj Addres: Buil ding D 14600 Interurban Ave S TA C)C 91f.115 Tukwila, WA Date 1/4/2012 Name: Tom Jordi.;., pl. Name ;1411' 4th Ave #1306 5'eattle WA 98101 App[:- Phone 206 682' 6170 For Building Department Use REVIEWED FOR CODE COMPLIA APPROVED 1 9oject Description 0. New ❑ Addition ❑ Alteration ❑ Plans Ir cluded APR 17 2012 Refer to WSEC Section 1513 for controls and commissioning requ irements. - Lighting Zone (as specified by Jurisdiction) 0 7nnu 1 7nne 7 O 7nne ' ® 7.nrn Compliance Option Lighting Power Allowance 0 Systems Analysis City of Tukwil NCE a ION Building Grounds (luminaires > 100 Watts) ❑i Efficacy > 60 lumens/W ❑ Controlled by motion sensor ❑ Exemption (list) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting and space use not changed. ❑ Less than 60% of fixtures are new, installed wattage not increased, & space use not changed. Tradable Maximum Allowed Lighting Wattage Base Site Allowance: Tradable Surfaces Description Allowed Watts per ft2 or per if Area (ft), perimeter (If) or # of items 1300 Allowed Watts xft2(orxlf) Total Allowed Tradable Watts: Tradable Proposed Lighting Wattage (use mfgr listed maximum input wattage for luminaire.) Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Area (ft), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 523 2615 4 ' 175 700 Bldg. Facade (by perim) L-4 wall pack 5 175 875 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 (ft), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 523 2615 4 ' 175 700 Bldg. Facade (by perim) L-4 wall pack 5 175 875 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 5 175 875 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. 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G7 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 FILE REVISION N0: 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, Dennis Montgomery, P.E. Civil Engineer REVIEWED This plan was reviewed for general conformance with the" following, as amended by the jurisdiction: Structural Provisions of the International -Building Code O Non -Structural Provisions of the Intonational Building Code O Others: The project applicant is responsible for conformance with all applicable codes, conditions of approval, and 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 for a complete design in accordance with the laws of the governing jurisdiction and the State of %Vashington. Jerisdiction e/ -r y oF i V'- W/ i A By v,,, A9' REID MIDDLETON, INC. Code Review Consultant Date GM/ EXPIRES 8I30/14._ De4wo t -4-I4 8200 Woolery Way !Fallon, Nevada 89406 1 Phone: 775-428-0600 1 Fax: 775-867-2169 1 www.newmill.com REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 5 2015 City of Tukwila BUILDING DIVISION 2M3 FLEXIBLE to the FINISH NEW MILLENNIUM BUILDING SYSTEMS JOIST CALCULATION DEFINITION SH ET Load Types: (Figure 1) 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 Toads per Code requirements) Axi4I Compressive / Tensile (+/-) forces applied to TC or BC ' Concentrated Load Vertical load applied at given location Conc @ any pp. Vertical load applied at any panel point (local panel bending not applied to chords) Conc anywhere Vertical load 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 Live Load TL Total Load (DL + LL) IP Inward Pressure WL Wind Load SM Seismic Load (1), (2), (3), etc. Individual Separate Design Load Cases Position: (Figure 1) TC Top Chord BC Bottom Chord Load Combinations: (Figure 2) All shown Toad combinations are ran for each Load Case (1, 2, 3, etc.) Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 96.47 96.47 MO 041..R.0...m.. 30415/81,4 OMNI. Uniform (pal) LL (1) 234.22 234.2 TC + OV,rl 518t '"1 Net Uplift (plf) WL (1) 67.00 67.0 TC - 0- J..-1. 't 30-'$/81 %..1 Uniform (pit) TL (2) 319.00 319.001 TC , +k _) ":.:1- Axial (lbs) SM (2) 300.00 0.00 0.--* "tc b ;t;: +'". " ::IG•+30-55/8 .."-nr3 ," Conc Load (lbs) DL (2) 1,700.00 0.001 TC + 13-0 1/4 13-0 1/4'''''el' Conc Load (lbs) DL (2) 1,700.00 0.001 TC 5 PIO t nitr(; 26 1/14rtit.uf. 26.8 40t 'in ;L LOAD COMBINATIONS Case 1: OL 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 3t DL+CL.TL+SL Case 4a: DL•W L+AX ; O •Cg,a4b:OL.WL-AX Cdse 4e'-OL,INL+AXHP 44qQ(( Che 4e.OL•SM.AX t' g Case 41: DL+SM-AX ..++111' Case Sn: 0. WL+AX • , i Case Sb: 0.6(D W LAX t� Case 5c: 0.6(DL)+WL*AX.IP Case 5d: 0.6(DL).W LAX.IP Case 5e: 0.6(DL)+WL•AX+SM Case St 0.6(DL).WLAX.SM 51 LJnji7J1 P.aei fts{q zlrtr LLSI( :!1f .gd (4}eiv0 Figure 1 I417.,,'( 10111:18111?. r bbo') rrniiiii(1{J 11 iu,iUi1119)nt ,I:l 'u ztNuti1419 f:;ti(il iI ant' Y0 Case 6a: L+CL+0.85(TL).W L+AX ...vow.) r l Case 6b: QL+CL+0.85(TL)+W L -AX Case 6c: L.CL.0.85(TL).WL*Ax*IP Case 6d: bL.CL.0.85(('L)011-W+101+f 1i A etto: 1;it iit1i?f(ORial ,I 1.I1.atgrii. 1,,:t;1(, 4{t' Case 6e: bIL•CL+0650144,SM!Ax:itn?y+t Gft€, .11.!.,1+;11, L' , ;'t:liinl•r..,•%(;t1,1 „waw 4i1(ift' Case 6toL*CL+0.85(TLhS►iA-Ax.,t; $ . OOL)iv't;•tai t.:1r..:11.1.,a'iuN71 ::Pi •' 1:,it(62 Case 7a: L+CL+0:85(TL)+0`.`/5(WL+AX+LL) Case 7b:oUCL'.0:8J(TLt)405(WGA7(+LLg• jil! b't7iI71 )rd. ,;;TAI ::n eIll, i)!'I+ilt(t.i Case 7c: OL+CL+0;85(TLr0.75(1ML.AX LL+1?)(�;py ;, s: ,1 (11'1,ii,» ...Vn4.4 ..1 ,l ir. 40>I .10 Case 7d:AL*CL!0.85(TLj+0:75(WL:-A3 „ j ' Case 7e:bL+CL.0.$5(113+0.75(SM+AX i) LL; l'h1-It)?;111 ^tnn"7i:1S wIt'i.•?i/Ct ni) Ilan Case 7fQL+CL+0.85(TL)+0.75(SM-AX.LL)rtr i);•Gti1ll. Case 8a:pL.CL.0.85(Tt)+0:75(WL+AX.SL•)•-- --- ---_. — .»�--.--» ---, _ Case 8b: pL+CL•0.85(TL)*0.75(W L-AX+S).) Case 8c: L+CL+0.85(TL).Q75(WL`A.CGSL+IP.) - (ti Case 8d: L.CL+0.85(TL)+0.75(WL-AX.SLiIP) - J.' j . VI ) t ' ' ;(s1►h CHI Case 8e: L+CL*0.85(TL)•0.75(WL*AX.SL*SM) Case at L+CL+0.85(TL).0.75(WL-AX+SL+SM) t.l.ti:,.ts-. S +..,i ,$1 at.'.�i Case 9a:11.2 01--�0.5,)L.LhO`8(R M.Ax.FENI F ig u re2 Case 9b: 1. bl'f~0S(i'e 0 K117;'tit�SJ(."�E`M"" " . •""" 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 W Be PANEL Left End Dimensions: TCX Right End Dimensions: FIRST DIAGONAL TC PANEL W2 BCX BC PANEL FIRST DIAGONAL V2 FIRST HALF BPL �–�— TC PANEL FIRST HALF W2 B:C 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:05 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: Aimi_�imr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N12.3K1.9 G1 Geometry Base Length: 26-1 1/2 Working Length: 25-91/2 Joist Depth: 28.00 Effective Depth: 26.39 BC Panel Length: 3 a@ 6-10 7/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 3/8 2-10 1/2 11=111111=L111111:11:111 1111 [1]1I [11[11 LIILI f 1;111=1111 I] II I_11 11:11111 111!1111=1 I1 I_I.[ 11 11.1.1 1111 , TC Panel 3-3 3/8 2-10 1/2` First Half 3-3 1/2 2-10 3/8 %" First Diag. 6-6 7/8 5-8 7/8 Depth 28.00 28.00 Loads Load Type Category 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 + 6-6 7/8 6-4 7/8 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 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) WL 950.00 0.00 TC - 25-11 1/2 25-11 1/2 Stress Analysis Summary Int. Panel TC: 41.50 Max Panel BC: 83.00 Reaction LE: 24,326.27 Reaction RE: 25,518.52 Minimum Shear: 6,379.63 Max TC Comp.: 61,613.61 Max BC Tension 70,399.67 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 7,786.78 28,294.25 0.00 0.00 30,673.81 7,668.45 41.86 23-3 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,232.27 26.39 V2 Interior 0.00 1,232.27 26.39 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:05 AM NEW MILLENNIUM Location: Joist Description: Mark: nuut_nitir. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N12.3K1.9 G1 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.4375 0.9304 0.5924 1.6850 0.8424 1.2442 0.9613 3025 = 3 x 3 x .250 BC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 907.65 LL 360: 1,976.43 LL 240: Bridg TC: Bridg BC: 2,964.65 1Max 23-101/2 1Max 24-3 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 0 . 0..750000 7 Len 2X Axial Load 29,895.84 29,895.84 61,613.61 28,294.25 28,294.25 Max Load Fillers TC: fa 10,398.55 10,398.55 21,430.82 9,841.48 9,841.48 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 23,340.45 183..6779 6779 TC : F'e 177,367.80 158,797.25 143,860.31 209,677.45 234,568.91 Cm 0.9707 0.9673 0.9002 0.9765 0.9790 BC 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 84.54 201.94 172.4496 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 Panel Stress 0.4799 0.4944 0.8831 0.4333 0.4239 6.19K < 6.19K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 12,805.99 14,453.10 3,201.50 3,981.84 5.75 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,615.93 48,989.04 31,637.75 36,668.87 11.36 x 0.188 2 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 NEW MILLENNIUM Fl1.111_fl,Nr SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load Diag 28G4N12.3K1.9 Date Run: 81112014 11:01:05 AM Mark: G1 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 0-6 1/2 BPL Length 0-6 1/2 Clear Bearing 0-9 1/2 Clear Bearing 0-8 3/8 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 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:09 AM NEW MILLENNIUM Location: Joist Description: Mark: nuit_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N9.8K1.3 G10 Geometry Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.53 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End BC Panel 2-91/4 2-9 1/4 11=1 L[I 1 111 IJJ.J�IJ 111 LI LI 1 I_I_I_LI Il_II111::111111 I 1{1111111111111-11111111.111111.11.1 II I_I:I1_L 1,111 I I TC Panel 2-9 1/4 2-9 1/4 1 1 First Half 2-9 1/4 2-9 1/4 I' First Diag. 5-6 1/2 5-6 1/2 Depth 28.00 28.00 Loads Load Type Category 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 (lbs) WL 650.00 0.00 TC- 22-8 22-8 Stress Analysis Summary Int. Panel TC' 35.25 Max Panel BC' Reaction LE• 70.50 119,881.25 Reaction RE• 19,881.25 Minimum Shear 4,970.31 Max TC Comp : 42,918.41 Max BC Tension 49,478.09 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2-9 1/4 W4 5,204.70 42,918.40 36,261.13 4,428.83 8,331.92 2,082.98 44.12 5-6 1/2 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 44.12 14-41/4 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 2,121.27 17,609.18 0.00 0.00 23,098.63 5,774.66 40.99 20-0 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 858.37 26.53 V2 Interior 0.00 858.37 26.53 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 JJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:09 AM N E W IV' 1 L L E N N 1 U M Location: Joist Description: Mark: Ri.ut_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N9.8K1.3 G10 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 743.49 LL 360: 2,438.53 LL 240: 3,657.80 Max Bridg TC: 22-0 3/8 Max Bridg BC: 26-61/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 MWel 017500d 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 L/r 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 20,267.09 21,162.71 22,042.18 TC 173..65206520 F'e 188, 562.25 166, 560.30 148,196.02 166, 560.30 188, 562.25 Cm 0.9803 0.9777 0.9183 0.9777 0.9803 BC stress: 0.87 Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC L/Rz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 160.1181 Panel Point fb 316.98 316.98 309.11 316.98 316.98 TC Shear Stress: 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 TC Bearing Capacity: Mid Panel Stress 0.3392 0.3519 0.8939 0.3519 0.3392 4.94K < 7.10K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 2,082.98 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 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 8,331.92 10,795.89 2,082.98 2,996.42 4.35 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 2,952.03 37,626.54 23,861.16 26,090.52 9.13 x 0.176 2 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 NEW MILLENNIUM R1.111_C INI: SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:09 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N9.8K1.3 Mark: G10 F 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 0-85/8 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 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 Seat Type: Pegged or Butted r 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:13 AM NEW MILLENNIUM Location: Joist Description: Mark: F1.111.I7IINr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N11.4K1.7 G11 Geometry Base Length: 26-2112 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.28 BC Panel Length:Shape: 3 a@ 6-8 5/8 Parallel Chords Variable Left End Right End BC Panel 3-21/4 3-2 1/4 11111111111111111111 III 111111 [1.111:111111.. 11111111 111.11111.111.111.1.1111{111111111111111 11111_ TC Panel 3-2 1/4 3-2 1/4 --.• I �' y . First Half 3-2 3/8 3-2 3/87 ���/ / First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads Load Type Category 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 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 (lbs) WL 850.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 23,123.44 Reaction RE: 23,123.43 Minimum Shear: 5,780.86 Max TC Comp.: 58,197.45 Max BC Tension 66,990.45 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 3,280.51 23,978.01 0.00 0.00 29,617.67 7,404.42 44.78 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,163.95 26.28 V2 Interior 0.00 1,163.95 26.28 G7 NEW NIILLENNIUN RI.11t_OING SYSTEMS Chord Properties Chord Area STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:13 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N11.4K1.7 Mark: G11 Rx Rz Ryy Y Ix Q Material TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 BC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 Axial and Bending Analysis Fy: Fb: 1.00 50,000.00 30,000.00 Mom of Inertia: 872.33 LL 360: 1,881.23 LL 240: 2,821.84 Max Bridg TC: 24-8 7/8 Max Bridg BC: 26-3 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 36.25 38.38 40.38 38.38 36.25 Bending Load 30.00 30.00 30.00 30.00 30.00 Axial Load 23,978.01 23,978.01 58,197.45 23,978.01 23,978.01 fa 8,340.18 8,340.18 20, 242.59 8,340.18 8,340.18 Maximum K Ur 62.13 65.77 69.19 65.77 62.13 Fcr 36,700.83 35,516.37 34,377.81 35, 516.37 36, 700.83 Fa 22,020.50 21, 309.82 20,626.69 21, 309.82 22,020.50 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 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 Panel Point fb 293.85 293.85 279.89 293.85 293.85 Mid Panel fb 82.43 42.58 56.86 42.58 82.43 Fillers 0 0 0 0 0 Panel Point Stress 8,634.02 8,634.02 20, 522.49 8,634.02 8,634.02 Mid Panel Stress 0.3814 0.3928 0.9834 0.3928 0.3814 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X 0.7500 Max Load Fillers TC: 72,781.28 Max Load no Fillers TC: 60,365.51 TC OAL/Ryy: 177.8123 BC Stress: 1.00 BC URz: 148.0868 TC Shear Stress: 14,363.97 BC Shear Stress: 18,474.64 TC Bearing Capacity: 5.74K < 6.14K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 10, 678.56 14, 453.10 2,669.64 4,095.17 4.79 x 0.150 1 C28BB = 1.125 x 1.344 x .150 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 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 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM Fl1.111-f-uJr "-.VSTFM�'i TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Girder Load © Diag 28G4N11.4K1.7 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 0-6 1/2 BPL Length 0-6 1/2 Clear Bearing 0-9 5/8 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 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 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: 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 11:01:13 AM Mark: G11 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201411:01:18 AM NEW M1LLENN1UM Location: Joist Description: Mark: RI.III_f'I,N(.i SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.9K1.2 G12 Geometry Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.48 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End BC Panel 2-7 3/4 2-10 3/4 .( I.I_f_1W11.1.1:1.1.1111.111 11, L1.1:11111.,11-111.1.1.111.1111.11.1-1.1:111-1:1:11111.1�I-1-1.1.1.1.1.1 Js 1i1_1a1�1.11;1,1-1: -1.1-1::1 1:1-1-11 i 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 28.00 28.00 Loads Load Type Category 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) WL 600.00 0.00 TC - 22-8 22-8 Stress Analysis Summary Int. Panel TC: Max Panel BC: 35.25 70.50 Reaction LE: 18,377.92 Reaction RE: 17,784.58 Minimum Shear. Max TC Comp.: 4,594.48 139,485.64 Max BC Tension 45,056.01 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 1,993.68 16,452.52 0.00 0.00 21,156.27 5,289.07 42.11 19-111/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 789.71 26.48 V2 Interior 0.00 789.71 26.48 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:18 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.tu_nwr. SVRTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.9K1.2 G12 Chord Properties Chord __ Area _ -----x Rx __ Rz _ _ Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A4013 = 2.3750 x 0.218 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: Mom of Inertia: ILL 360: 30,000.00 1721.61 12,366.76 LL 240: 3,550.14 Max BridgTC: 23-4 3/ Max BridgBC: 27-8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Min 00e0d Len 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 47,74518 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 0.9867 0.9848 0.9366 0.9808 0.9830 BC Stress: 0.79 Panel Point Moment 237.91 237.91 258.87 294.20 294.20 BCL/Rz: 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: Mid Panel fb 75.62 37.56 58.77 49.25 90.74 14,549.46 Fillers 0 0 0 0 0 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 0.3091 0.3167 0.8438 0.3496 0.3403 4.49K < 4.69K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 7,650.41 9,029.40 1,912.60 2,078.60 4.37 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 2,729.06 33,633.00 21,830.70 22,396.15 9.30 x 0.158 2 A32B = 1.9060 x 0.158 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 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 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM R I.111_I INr SVSTEmS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:18 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N8.9K1.2 Mark: G12 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 3/8 BPL Length 1-3 1/4 Clear Bearing 0-8 3/8 Clear Bearing 0-9 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 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 0 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: R1.111_1:91Nr, 5vsreMS TUKWILA, WA Girder Load @ Diag 28G4N6.3K1 G13 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.56 BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-21/4 3-2 1/4 [1]I; TC Panel 3-2 1/4 3-2 1/4 �. I First Half 3-2 3/8 3-2 3/8: , �- \ - First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads __ r Load Type Category 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 + 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 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) WL 500.00 0.00 TC - 26-0 1/2 26-0 1/2 J Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 12,923.44 Reaction RE: 12,923.44 Minimum Shear. 3,230.86 Max TC Comp.: 32,219.70 Max BC Tension 37,056.57 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,813.20 13,286.79 0.00 0.00 16,471.86 4,117.97 44.94 0-2 W3 1,813.20 13,286.79 27,240.14 3,800.08 2,416.39 16,969.74 46.67 3-2 1/4 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 27,240.15 3,800.08 2,416.39 16,969.74 46.67 19-9 7/8 W2 1,813.20 13,286.79 0.00 0.00 16,471.86 4,117.96 44.94 23-01/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 644.39 26.56 V2 Interior 0.00 644.39 26.56 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:22 AM NEW N 1 L L E N N 1 U M Location: Joist Description: Mark: el.uLnwr. SvSTF_nn9 TUKWILA, WA Girder Load @ Diag 28G4N6.3K1 G13 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A366 = 2.0780 x 0.188 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Morn of Inertia: 616.19 LL 360: 1,328.83 LL 240: 1,993.25 Max Bridg TC: 23-4 3/4 Max Bridg BC: 22-9 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 13,286.79 13,286.79 32,219.70 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 20,588.33 188..0448 0448 Tc : 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 0.2916 0.3005 0.7535 0.3005 0.2916 3.19K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material I W2 16,471.86 16,813.47 4,117.97 5,048.42 7.02 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W3 2,416.39 31,548.36 16,969.74 18,916.36 7.23 x 0.158 2 A30B = 1.7970 x 0.158 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 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 W3 2,416.39 31,548.36 16,969.74 18,916.36 7.23 x 0.158 2 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 G7 NEW MILLENNIUM FI.III,f.1INI: SVSTPMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N6.3K1 Date Run: 811/2014 11:01:22 AM Mark: G13 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 1-3 7/8 BPL Length 1-3 7/8 Clear Bearing 0-10 1/8 Clear Bearing 0-10 1/8 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 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 0.8826 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 STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:25 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111.1_91Nf. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N6.9K1 G14 Geometry Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.56 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End BC Panel =l- =_- L-t il I II]J I_LILI_I I L.Ial la=LI I I-II J1I _I a� lJ 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 :• i; Depth 28.00 28.00 Loads Load Type Category Load1 Load2 Position 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 (lbs) WL 500.00 0.00 TC - 22-8 22-8 Stress Analysis Summary Int Panel TC• 35.25 Max Panel BC* 70.50 Reaction LE: 14,311.25 Reaction RE: 13,851.25 Minimum Shear 3,577.81 Max TC Comp : 30,664.79 Max BC Tension 34,978.50 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,549.21 12,130.30 0.00 0.00 16,261.57 4,065.39 39.88 0-2 W3 1,549.21 12,130.30 24,999.51 3,248.52 2,215.54 16,778.78 41.40 2-7 3/4 W4 3,863.61 30,037.74 24,999.51 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 34,978.50 4,537.19 774.59 5,945.21 44.14 11-2 W4 3,942.13 30,664.79 26,253.63 3,405.56 5,945.21 " 1,486.30 44.14 14-11/4 W3 1,625.55 12,782.50 26,253.63 3,405.56 2,240.45 16,955.70 43.7417-01/2 W2 1,625.55 12,782.50 0.00 0.00 16,458.12 4,114.53 42.17 19-111/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 613.30 26.56 V2 Interior 0.00 613.30 26.56 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 1 8/1/2014 11:01:25 AM NEW MILLENNIUM Location: Joist Description: Mark: Rimi.nINr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N6.9K1 G14 Chord Properties Chord Area Rx - -- Rz - - -- ---- Ryy - - Y - - --- Ix -- - - - Q --- - -- Material l TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 Axial and Bending Analysis K. 1.00 _ Fy. 50,000.00 Fb. 30,000.00 Mom of Inertia: LL 360:LL 616.19 12,020.99 __ 240. 3,031.49 Max Bridg TC. 23-4 3/4 Max Bridg BC. 24-41/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 29.75 31.75 35.25 34.75 32.75 1.1250 Bending Load 30.00 30.00 30.00 30.0030.00 Min weld Len 2x: 0 7500 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 13,681.09 5,702.91 5,702.91 56,119.23 Maximum K Ur 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..51725172 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 0.9868 BC Stress: 0.82 Panel Point Moment 237.91 237.91 258.87 294.20 294.20 BC L/Rz: 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 13,974.38 6,036.23 6,036.23 TC Bearing Capacity: Mid Panel Stress 0.2407 0.2463 0.6557 0.2719 0.2650 3.49K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 1 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 5,945.21 7,180.92 3.93 x 0.102 2 A16B = 1.3750 x 0.102 W4 5,945.21 7,865.88 1,486.30 1,814.74 3.93 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 2,240.45 28,912.26 16,955.70 17,870.40 7.61 x 0.150 2 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 V1 0.00 4,826.79 613.30 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 613.30 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM RI.111_MINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Girder Load @ Diag 28G4N6.9K1 Date Run: 8/1/2014 11:01:25 AM Mark: G14 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 1/8 BPL Length 1-3 Clear Bearing 0-8 3/4 Clear Bearing 0-9 3/8 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 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 0.0000 Reqd MI 0.0000 Seat Type: Pegged or Butted L 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:30 AM NEW M 1 L L E N N 1 U IV% Location: Joist Description: Mark: 81.111-MINL. SYSTEMS. Geometry TUKWILA, WA Girder Load @ Diag 28G4N7.6K1.2 G15 Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.52 BC Panel Length: 3 @ 6-8 5/8 _ _ __ Shape: Parallel Chords r Variable Left End Right End BC Panel 3-21/4 3-2 1/4 11.111 I 1111 111.11111 Il_�I;11111111.1:111-11,1111111111111 _I 1111111.1:11111.11;1 Ill 111=11:1111111.11 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 28.00 Loads Load Type Category 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 (lbs) WL 600.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: Max Panel BC: 40.38 80.50 Reaction LE: 15,523.44 Reaction RE: 15,523.44 Minimum Shear. 3,880.86 Max TC Comp.: 38,743.89 Max BC Tension 44,574.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2,225.94 15,971.80 0.00 0.00 19,790.24 4,947.56 44.92 23-01/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 774.88 26.52 V2 Interior 0.00 774.88 26.52 NEW MILLENNIUM F1.111_C11Nf: SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N7.6K1.2 Date Run: 8/11201411:01:30 AM Mark: G15 Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: LL 360: 661.99 1,427.62 LL 240: 2,141.43 Max Bridg TC: 23-4 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 36.25 38.38 40.38 38.38 36.25 Bending Load 30.00 30.00 30.00 30.00 30.00 Axial Load 15,971.81 15,971.81 38,743.89 15,971.80 15,971.80 fa 7,125.82 7,125.82 17,285.58 7,125.82 7,125.82 Maximum K L/r 66.69 70.59 74.27 70.59 66.69 Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 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 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 Panel Point fb 403.95 403.95 384.77 403.95 403.95 Mid Panel fb 111.77 57.74 77.10 57.74 111.77 Fillers 0 0 0 0 0 Panel Point Stress 7,529.77 7,529.77 17,670.35 7,529.77 7,529.77 Mid Panel Stress 0.3499 0.3609 0.9056 0.3609 0.3499 Web Design Max Bridg BC: 22-10 5/8 Gap Between Chords: 1.1250 Min Weld Len 2X: 0.7500 Max Load Fillers TC: 53,979.56 Max Load no Fillers TC: 43,647.44 TC OAL/Ryy: 188.0448 BC Stress: 0.92 BC L/Rz: 196.0546 TC Shear Stress: 12,401.38 BC Shear Stress: 17,890.66 TC Bearing Capacity: 3.84K < 4.75K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 A326 = 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 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 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 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 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 0.00 4,826.79 774.88 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM Fl1.111_f-IINf.: SV. TFMS TCX Desinn Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N7.6K1.2 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 1-4 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 J 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 0.8826 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 11:01:30 AM Mark: G15 STRESS ANALYSIS - PAGE 1 G' Job NumberJob 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:34 AM NEW MILLENNIUM Location: Joist Description: Mark: Flunt_nwt-, SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.9K1.2 G16 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.52 BC Panel Length: 3 © 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 11.111 1111.11 11111111 I 11111,1II:1 I l[11.1111,1,11:1111=111 IIa11I 1111:111,111111.1_11 lyl�1111�111I I IILII 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 28.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End 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 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) WL 600.00 0.00 TC- 26-0 1/2 26-0 1/2 Stress Analysis Summary Int Panel TC' Max Panel BC• 40.38 80.50 Reaction LE: 16,123.44 Reaction RE' Minimum Shear 16,123.44 14,030.86 Max TC Comp.: 40,238.40 Max BC Tension 46,296.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 48.2013-11/4 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 2,225.94 16,586.86 0.00 0.00 20,552.33 5,138.08 44.92 23-01/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 804.77 26.52 V2 Interior 0.00 804.77 26.52 • STRESS ANALYSIS - PAGE 2 ,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:34 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit lit.minir. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.9K1.2 G16 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 661.99 LL 360: 1,427.62 LL 240: 2,141.43 Max Bridg TC: 23-4 3/4 Max Bridg BC: 1 22-10 518 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 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 43,647.44 Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 188..0448 AL/RyTc 04.48 : 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 77.10 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 18,337.12 7,804.18 7,804.18 TC Bearing Capacity: Mid Panel Stress 0.3632 0.3747 0.9405 0.3747 0.3632 3.99K < 4.63K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 7,423.81 10,795.89 1,855.95 2,499.19 3.88 x 0.129 1 C22BB = 1.125 x 1.110 x .129 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 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 NEW NIILLENNIUNI FlI.111_r'IINr. SYSTFMe'. TCX Design Job Number: 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run: 8/1/2014 11:01:34AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N7.9K1.2 Mark: G16 r 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 1-4 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 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 0.0000 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:37 AM NEW MILLENNIUM Location: Joist Description: Mark: F11.111_OIW❑ SVGTRMS Geometry- TUKWILA, WA Girder Load @ Diag 28G4N7.9K1.2 - G17 - Base Length: 26-21/2_ Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26_52 _ BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End _ _ BC Panel 3-2 1/4 3-2 1/4 );1111.111=11 I 11111.1 1111[1:1111.11-11_1111-m 1 [1. 1 14-1-1-1 .1 1.1 J 1 111 [HE [ El1 p 111111:11111 1111111 TC Panel 3-2 1/4 3-2 1/4 ,-----'. �- _, j•��' 7- First Half 3-2 3/8 3-2 3/8 ` , ; First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads - Load Type Category - Load1 _ _ Load2 Position Direction Loc/Begin Sp/End 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 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) WL 600.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 __ _ Max Panel BC: 80.50 _ _ __ _ ___ _ Reaction LE: 16,123.44 Reaction RE: 16,123.44 Minimum Shear. 4,030.86 Max TC Comp.: 40,238.40 Max BC Tension 46,296.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 48.2013-11/4 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 2,225.94 16,586.86 0.00 0.00 20,552.33 5,138.08 44.92 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. I Length V1 End Panel 0.00 804.771 26.52 V2 Interior 0.00 804.771 26.52 STRESS ANALYSIS - PAGE 2 0 Job Number 5814-0005 [lob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:37 AM NEW IVU L L E N N 1 U M Location: Joist Description: Mark: R1.111_n11,11. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.9K1.2 G17 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy. 50,000.00 Fb: 30,000.00 Mom of Inertia: 661.99 LL 360: 1,427.62 LL 240: 2,141.43 Max Bridg TC: 23-4 3/4 Max Bridg BC: 22-10 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 0..7 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 L/r 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 188..04480448 Fe 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 0. 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 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 12,878.94 Fillers 0 0 0 0 0 BC Shear Stress: 18,579.61 Panel Point Stress 7,804.18 7,804.18 18,337.12 7,804.18 7,804.18 TC Bearing Capacity: Mid Panel Stress 0.3632 0.3747 0.9405 0.3747 0.3632 3.99K < 4.63K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 7,423.81 10,795.89 1,855.95 2,499.19 3.88 x 0.129 1 C22BB = 1.125 x 1.110 x .129 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 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 C 10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM FII_III_MINr. SYSTEMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 28G4N7.9K1.2 Date Run: 8/1/2014 11:01:37 AM Mark: G17 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 1-4 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:41 AM NEW IVI I L L E N N I U M Location: Joist Description: Mark: ei.iu_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N5.4K1 G18 Geometry Base Length: 20-3 Working Length: 19-11 Joist Depth: Depth: 28.00 1Effective 26.56 BC Panel Length: 3 @ 5-51/4 Shape: Parallel Chords Variable Left End Right End BC Panel 2-6 5/8 2-4i VI.1-1-11.1.1.11.1.111.111.11:1.11_1_11111_111:11.11:1:1:11:11.1.11.11.1.1.11.41.1.1.1.11.11.111;1_I_I_1111_l ; ... TC Panel 2-6 5/8 2-1 5/8 First Half 2-6 5/8 1-11 1/4 First Diag. 5-1 1/4 4-3 1/4 l ' Depth 28.00 28.00 Loads Load Type Category 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 + 10-6 1/2 5-5 1/4 Conc Load (lbs) TL 5,400.00 0.00 TC + 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 Conc Load (lbs) WL 500.00 0.00 TC - 20-1 20-1 Stress Analysis Summary Int. Panel TC: 32.63 Max Panel BC: 65.25 Reaction LE: 10,710.05 Reaction RE: 11,387.87 Minimum Shear. 2,846.97 Max TC Comp.: 25,710.68 Max BC Tension 23,671.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 7,858.30 15,345.56 0.00 0.00 11,732.30 2,933.07 39.05 0-2 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 18-13/8 W2 7,868.24 15,241.02 0.00 0.00 12,122.87 3,030.72 37.17 17-11 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 514.21 26.67 V2 Interior 0.00 514.21 26.56 „ STRESS ANALYSIS - PAGE 2 Job Number. [Job Name: 5814-0005 NTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:41 AM NEW MILLENNIUM Location: Joist Description: Mark: wi.1u_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N5.4K1 G18 Chord Properties Chord - Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 ' A44A = 2.8750 x .209 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 Axial and Bending Analysis K: 1.00 ___ _______ Fy. 50,000.00 __ _ Fb. 30,000.00 Mom of Inertia. 616.19 LL 360: 2,913.81 LL 240. 4,370.72 Max Bridg TC. 23-4 3/4 Max Bridg BC. 26-1 1/2 J r Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.63 30.63 32.63 25.63 23.63 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 MWel 0/7500d Len 2x: Axial Load 15,345.56 15,345.56 25,710.68 15,236.43 15,241.02 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 Fa 23,064.82 22,445.71 21,803.12 23,943.06 24,490.75 TC 144143 yy: 144.7430 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 0.9918 BC Stress: 0.55 Panel Point Moment 223.34 223.34 221.75 179.47 143.75 BCURz: Mid Panel Moment 153.16 81.09 110.87 43.59 107.12 170.3211 Panel Point fb 253.04 253.04 251.24 203.33 162.86 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 Shear Stress: 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 0.2991 0.3062 0.5278 0.2846 0.2792 2.73K < 4.85K Web Design Member _ Web Tension Allow Tension Web Comp ________ Allow Comp Weld Qty 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 A16B = 1.3750 x 0.102 W5 849.15 15,737.82 4,883.59 7,676.92 3.22 x 0.102 2 A16B = 1.3750 x 0.102 W4 4,991.24 7,865.88 1,247.81 1,997.43 3.30 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 1,938.90 19,858.62 11,445.13 12,547.86 6.22 x 0.124 2 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 NEW MILLENNIUM F11.111_1:11h111 SYSTF_MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: Date Run: 5814-0005 INTERURBAN OFFICES - SHOPORDERS 8/1/2014 11:01:41 AM Location: Joist Description: Mark: TUKWILA, WA Girder Load ©Diag 28G4N5.4K1 G18 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 1-1 5/8 BPL Length 1-1 Clear Bearing 0-8 5/8 Clear Bearing 0-8 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 L/120 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 G7 NEW MILLENNIUM R1.111_IIINf: SVSTFMS Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 Geometry _ _ __ _ _ __ _ Base Length: Working Length: Joist Depth: Effective Depth: BC Panel Length: 26-8- - 26-4 _ _28.00 26.52 3 © 6-10 Variable Left End Right End BC Panel 3-3 3-3 TC Panel 3-3 3-3 First Half 3-3 3-3 First Diag. 6-6 6-6 Depth 28.00 28.00 Shape: Parallel Chords Date Run: 8/1/2014 11:01:44 AM Mark: G19 rrrrrr rrr 11 r ri:r i r r 111.1 aril 1..F 1:Fri. n -i: r -i: i i r i ilrri Firm i i:rrn i rri nkrr r rrm: i IE.1111 n rn-t Loads Load Type Category Load1 Load2 Position Direction Conc Load (lbs) TL 4,100.00 0.00 TC Conc Load (lbs) TL 8,200.00 0.00 TC Conc Load (lbs) TL 8,200.00 0.00 TC Conc Load (lbs) TL 8,200.00 0.00 TC Conc Load (lbs) TL 4,100.00 0.00 TC Uniform (plf) DL 25.00 25.00 TC Conc Load (lbs) WL 750.00 0.00 TC Conc Load (lbs) WL 1,500.00 0.00 TC Conc Load (lbs) Conc Load (lbs) Conc Load (lbs) WL 1,500.00 0.00 TC WL 1,500.00 0.00 TC WL 750.00 Stress Analysis Summary Int. Panel TC: Max Panel BC: 41.00 [82.00 0.00 TC Loc/Begin Sp/End 0-2 6-4 6-10 6-10 6-4 26-8 0-2 6-6 13-4 20-2 26-6 26-6 0-2 6-6 13-4 20-2 26-6 0-0 0-2 6-6 13-4 20-2 Reaction LE: Reaction RE: 16,729.16 16,729.17 Member TC Tension TC Compresion BC Tension Minimum Shear. 4,182.29 Max TC Comp.: 42,498.63 Max BC Tension 48,902.77 BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 2,895.63 17, 564.71 0.00 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 W4 7,058.19 42,498.63 35,962.46 6,017.62 7,784.51 1,946.13 W5 7,058.19 42,498.63 48, 902.77 8,177.99 1,333.67 7,700.13 47.16 3-3 48.83 6-6 48.83 9-11 W5 7,058.19 42,498.63 48,902.77 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 2,895.63 17, 564.71 0.00 0.00 21,611.18 5,402.79 45.52 23-5 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 849.97 26.52 V2 Interior 0.00 849.97 26.52 STRESS ANALYSIS - PAGE 2 , Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:44 AM NEW M1LLENNIUM Location: Joist Description: Mark: ei.iii.rniNr.. SVSTFMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.5 G19 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb. 30,000.00 Mom of Inertia. 661.99 LL 360. 1,354.37 LL 240. 2,031.55 Max Bridg TC. 23-4 3/4 Max Bridg BC. 20-1 318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 37.00 39.00 41.00 39.00 37.00 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 017500d Len 2x Axial Load 17,564.71 17,564.71 42,498.63 17,564.71 17,564.71 Max Load Fillers TC: fa 7,836.49 7,836.49 18,960.75 7,836.49 7,836.49 53,674.29 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 TC 191..3757 3757 : 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 ' 0.3894 0.4012 1.0049 0.4012 0.3894 4.14K < 4.45K Web Design -0 C4 CO Nrll) L[) 7 C) N r N E > >, I2 Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 3,775.51 37,626.54 22,248.90 23,988.48 8.51 x 0.176 2 A34A = 1.9380 x 0.176 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 1,333.67 19,858.62 7,700.13 8,281.24 4.18 x 0.124 2 A20B = 1.4370 x 0.124 1,333.67 19,858.62 7,700.13 8,281.24 4.18 x 0.124 2 A20B = 1.4370 x 0.124 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 3,775.51 37,626.54 22,248.90 23,988.48 8.51 x 0.176 2 A34A = 1.9380 x 0.176 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 0.00 4,826.79 849.97 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 0.00 4,826.79 849.97 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM minx -111.4r. SVSTI-MS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 - ----------- 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 1-4 3/8 BPL Length 1-4 3/8 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 0.00 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 0.8826 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 11:01:44 AM Mark: G19 STRESS ANALYSIS - PAGE 1 G� Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:47 AM NEW MILLENNIUM Location: Joist Description: Marc: Fil.11l_nlNr. SVSTFMS TUKWILA, WA Girder Load @ Diag 28G4N12.3K1.8 G2 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.38 BC Panel Length: 3 © 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 tl_1.1.111.11.11-1.1.1.1.1-I-11.1161-11.111-11:111.11111111111111.11111.1111.1.1.11-1111111111111-11.111.111111: 11-I:I_� TC Panel 3-2 1/4 3-2 1/4 -' j First Half 3-2 3/8 3-2 3/8 First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads • Load Type Category 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 + 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) WL 900.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 24,923.44 Reaction RE: Minimum Shear: 24,923.44 16,230.86 Max TC Comp.: 62,500.03 Max BC Tension 71,948.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 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 3,475.07 25,748.60 0.00 0.00 31,843.62 7,960.90 44.83 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,250.001 26.38 V2 Interior 0.00 1,250.001 26.38 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:47 AM NEW MILLENNIUM Location: Joist Description: Mark: F11.111 -1711N11 SVSTRMS TUKWILA, WA Girder Load @ Diag 28G4N12.3K1.8 G2 J Chord Properties Chord Area _ Rx __ Rz Ryy Y Ix Q Material TC 1.6070 0.9260 0.5907 1.6920 0.8536 1.3780 1.0000 3028 = 3 X 3 X .281 BC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 952.36 1 LL 360: 2,053.81 LL 240: 3,080.71 Max Bridg TC: 23-11 5/8 Max Bridg BC: 24-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Mn 0i7500d Len 2x: Axial Load 25,748.61 25,748.61 62,500.03 25,748.60 25,748.60 Max Load Fillers TC: 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 22,778.94 TC 183.51 Ryy: 183.5115 F'e 186,768.53 166,656.77 150,554.81 166,656.77 186,768.53 Cm 0.9786 0.9760 0.9135 0.9760 0.9786 BC Stress: 1.01 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BCURz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 167.2554 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 0 0 0 BC Shear Stress: 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 0.3541 0.3648 0.9140 0.3648 0.3541 6.19K < 8.72K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,868.71 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 11,367.77 11,808.10 5.76 x 0.133 2 A24B = 1.5940 x 0.133 W4 11,474.85 14,453.10 2,868.71 4,088.62 5.15 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W3 4,546.33 48,989.04 32,938.80 35,062.56 11.83 x 0.188 2 A38B = 2.2190 x 0.199 W2 31,843.62 48,989.04 7,960.90 , 35,930.76 11.44 x 0.188 2 A38B = 2.2190 x 0.199 V1 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 V2 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 G7 NEW MILLENNIUM R1.111.r1INC: S.VSTFKAS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N12.3K1.8 Date Run: 8/1/2014 11:01:47 AM Mark: G2 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 0-6 1/2 BPL Length 0-6 1/2 Clear Bearing 0-9 Clear Bearing 0-9 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 L/80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def 0120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.2840 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 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 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:51 AM NEW MILLENNIUM Location: Joist Description: Mark: p11ILnINr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.5 G20 Geometry_____ Base Length: 24-8 _ Working Length: 24-4 Joist Depth: 28.00 Effective Depth: 26.52 _ BC Panel Length: 3 @ 6-5 Shape: - 1 Parallel Chords Variable Left End Right End BC Panel 3-01/2 2-101/2 11:11.111111 1 11111.1111?1_111.11 T 11 11 :1:1.1:111111:1.[1:1111.1:111.111.1.1 N. 111.1111,111;1_1.1.11:1-11 1 T 111LH11 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 28.00 Loads Load Type - Category 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) WL 750.00 0.00 TC - 24-6 24-6 Stress Analysis Summary Int. Panel TC: 38.50 Max Panel BC: 77.00 Reaction LE: 16,535.67 Reaction RE: 16,872.66 Minimum Shear: 4,218.17 Max TC Comp.: 41,240.63 Max BC Tension 44,727.34 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web 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 33,092.46 5,571.00 7,435.46 1,858.87 46.75 6-1 W5 7,529.08 41,240.63 44,727.34 7,526.49 1,255.20 7,435.46 46.75 9-31/2 W5 7,536.34 40,812.73 44,727.34 7,526.49 1,329.55 7,602.22 46.75 12-6 W4 7,536.34 40,812.73 32,089.92 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 7,801.26 21, 318.22 0.00 0.00 20,148.22 5,037.05 41.95 21-9 1/2 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 824.81 26.52 V2 Interior 0.00 824.81 26.52 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:51 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark: Rln1.nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.5 G20 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 1Fb: 30,000.00 Mom of Inertia: 661.99 LL 360: 1,716.52 LL 240: 2,574.78 Max Brid TC: 23-4 3/4 Max BridgBC: 20-11 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 34.50 36.50 38.50 34.50 32.50 1.1250 Bending Load 30.00 30.00 30.00 30.0030.00 Min Weld Len 2X 0 7500 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 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 21,182.04 20, 502.54 19, 808.40 21,182.04 21, 843.91 TC 176..8408 8408 : OAL/RyFa 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 BCL/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 43.72 90.47 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 0.4618 0.4754 0.9314 0.4505 0.4385 4.14K < 4.55K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 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 W4 7,743.60 10,795.89 1,935.90 2,668.30 4.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 3,544.87 33,633.00 20,786.78 22,464.17 8.86 x 0.158 2 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 NEW MILLENNIUM R1.111_T'llNfi SY S'TFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 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 1-3 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 j 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 0.8826 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 11:01:51 AM Mark: G20 STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:56 AM NEW M I L L E N N I U 1V1 Location: Joist Description: Mark: Fl1.u1_owr. S`I Terms TUKWILA, WA - Girder Load @ Diag 32G5N8.2K1.5 G21 Geometry Base Length: 33-8 Working Length: 33-4 Joist Depth: 32.00 Effective Depth: 30.28 BC Panel Length: 4 @ 6-10 3/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-31/4 3-3 1/4 iI ll fl l f l 1 1 1 1 1 1 1 I Il TI I I I rI 111111 I iI I I I L I I I IiI 11111 1 11[ 111111111 f I I f l I f 1 1 1 I T I I f I I I I I I I I I E� TC Panel 3-3 1/4 3-3 1/4 . First Half 3-3 1/8 3-3 1/4 First Diag. 6-6 3/8 6-6 1/2 Depth 32.00 32.00 Loads Load Type Category 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 (lbs) TL 4,100.00 0.00 TC + 33-6 6-4 1/2 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 - 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 (lbs) WL 750.00 0.00 TC - 33-6 33-6 Stress Analysis Summary Int. Panel TC: 41.25 Max Panel BC: 82.50 Reaction LE: 20,921.79 Reaction RE: 20,911.54 Minimum Shear. 5,230.45 Max TC Comp.: 65,075.16 Max BC Tension 65,023.95 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 42,223.64 7,058.21 4,610.36 27,289.20 49.48 3-3 1/4 W4 8,921.52 53,657.71 42,223.64 7,058.21 14,199.71 3,549.93 51.07 6-6 3/8 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 23-8 1/4 W3 3,410.08 20,631.05 42,266.53 7,065.22 4,616.64 27,326.76 49.57 27-1 1/2 W2 3,410.08 20,631.05 0.00 0.00 26,588.82 6,647.20 48.01 30-4 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,301.50 30.28 V2 Interior 0.00 1,301.50 30.28 STRESS ANALYSIS - PAGE 2 { G - Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:56 AM NEW MILLENNIUM Location: Joist Description: Mark: e.iu.nwr. SVSTFMS TUKWILA, WA Girder Load @ Diag 32G5N8.2K1.5 G21 Chord Properties Chord __ Area _. _ _ Rx Rz Ryy Y Ix Q __ _ Material TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 BC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 Axial and Bending Analysis K: 1.00 __ Fy: 50,000.00 _ Fb: 30,000.00 Mom of Inertia: 1,157.32 LL 360: 1,167.39 LL 240: 1,751.09 Max Bridg TC: 24-8 7/8 Max Bridg BC: 24-31/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 37.25 39.13 41.25 39.25 37.25 1.1250 Load 30.00 30.00 30.00 30.00 30.00 01n 7500d Len 2x MBending Axial Load 20,643.66 20,643.66 65,075.16 20,631.05 20,631.05 Max Load Filters TC: fa 7,180.40 7,180.40 22,634.84 7,176.02 7,176.02 72,295.75 Maximum K L/r 63.84 67.05 47.17 67.27 63.84 Max Load no Fillers 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 21,688.21 229..0657 0657 Tc : 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 0.9813 BC Stress: 0.97 Panel Point Moment 374.61 374.61 354.49 375.34 375.34 BCURz: Mid Panel Moment 260.56 131.13 177.25 132.36 260.32 151.7660 Panel Point fb 308.74 308.74 292.16 309.34 309.34 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 0.3339 0.3424 0.9183 0.3429 0.3337 4.14K < 5.57K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 8,820.93 24,494.52 5,187.15 5,950.58 3.17 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W5 2,398.06 28,912.26 14,037.05 15,003.57 6.30 x 0.150 2 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 27,326.76 28,045.43 9.81 x 0.188 2 A368 = 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 1,301.50 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 STRESS ANALYSIS - PAGE 3 0 Job Number. 5814-0005 I Job Name: INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: Joist Description: TUKWILA, WA Girder Load @ Diag 32G5N8.2K1.5 fil.11l_f7UNr.. SVSTFMS TCX Design 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 1-3 1/4 BPL Length 1-3 1/4 Clear Bearing 0-8 3/4 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 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 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 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 11:01:56 AM Mark: G21 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: HIIII.f�IN11 SYSTRMS TUKWILA, WA Girder Load © Diag 32G5N8.2K1.5 G22 Geometry Base Length: 33-4 Working Length: 33-0 Joist Depth: 32.00 Effective Depth: 30.28 fBC Panel Length: I4 @ 6-91/2 - -- - Shape: Parallel Chords _ Variable Left End Right End _ _ _ _ BC Panel 3-2 3/4 3-3 ).1-I 1111111 1 1 1111.11111 11,I I [I 11 I I I I kl_I 11111.111111.1 [al I C r;1.1 1 rico F i11111 J FF[ 1111 11 I] 1 1 1 k 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 32.00 32.00 Loads Load Type Category 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) WL 750.00 0.00 TC - 33-2 33-2 Stress Analysis Summary _ Int. Panel TC: Max Panel BC: 40.75 181.50 Reaction LE: 20,933.21 Reaction RE: Minimum Shear. 20,891.79 J 5,233.30 Max TC Comp.: 64,438.37 Max BC Tension 64,409.82 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 3,372.70 20,381.05 0.00 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 3-2 3/4 W4 8,841.05 53,118.79 41,770.64 6,989.32 14,138.74 3,534.68 50.77 6-5 1/2 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 20-01/2 W4 8,859.76 53,233.04 41,942.02 7,017.38 14,067.55 3,516.89 50.77 23-5 1/4 W3 3,386.57 20,468.78 41,942.02 7,017.38 4,596.89 27,186.86 49.38 26-10 W2 3,386.57 20,468.78 0.00 0.00 26,450.75 6,612.69 47.81 30-1 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,288.77 30.28 V2 Interior 0.00 1,288.77 30.28 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: wi.ui_nwr.. SYSTEMS TUKWILA, WA Girder Load @ Diag 32G5N8.2K1.5 G22 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 BC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 1,157.32 LL 360: 1,203.12 LL 240: 1,804.69 Max Bridg TC: 24-8 7/8 Max Bridg BC: 24-4 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 36.75 38.75 40.75 39.00 • 37.00 1.1250 BendingLoad 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: 226.7751 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 BC URz: 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 Panel Point Stress 7,390.30 7,390.30 22,698.46 7,425.36 7,425.36 TC Bearing Capacity: Mid Panel Stress 0.3271 0.3361 0.9063 0.3389 0.3298 4.14K < 5.62K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 7 W2 26,409.40 28,766.82 6,602.35 7,572.49 9.49 x 0.188 1 C40BA = 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 3,534.68 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 8,773.65 24,494.52 5,160.45 6,004.16 3.15 x 0.188 1 C38BA = 1.125 x 1.845 x .199 W5 2,380.83 28,912.26 13,925.23 15,119.87 6.25 x 0.150 2 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 C40BA = 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 NEW MILLENNIUM FI1.111_f11Nf: sysTFINS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G5N8.2K1.5 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 1-3 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 0.00 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 L/120 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 2.6694 Mom of Inertia 2.6694 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 11:02:01 AM Mark: G22 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:05 AM NEW IV% 1 L L E N N I U M Location: Joist Description: Mark: R1.111_OI1,1I SYSTEMS TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G23 Geometry Base Length: 32-8 Working Length: 32-4 Joist Depth: 32.00 Effective Depth: 30.48 BC Panel Length: 4 @ 6-8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3-2 111.1111:19.1:111111(.1.11.1I_L 111:1111"0-1-1-1[1]-1-111-1-1-min11111111 I I nil I (11111 11111111 111 TC Panel 3-2 3-2 First Half 3-2 3-2 . First Diag. 6-4 6-4 Depth 32.00 32.00 Loads Load Type Category Load1 Load2 Position 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 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 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 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 (lbs) WL 750.00 0.00 TC - 32-6 32-6 Stress Analysis Summary Int. Panel TC: Max Panel BC: 40.00 80.00 Reaction LE: 16,904.17 Reaction RE: 16,904.17 Minimum Shear. Max TC Comp.: 4,226.04 150,663.62 Max BC Tension 50,608.93 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 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 50.29 13-0 W6 10,450.25 50,663.62 50,608.93 10,483.06 6,973.25 4,083.92 50.29 16-4 W5 8,612.71 41,782.20 50,608.93 10,483.06 2,351.35 11,096.70 50.29 19-8 W4 8,612.71 41,782.20 32,846.09 6,807.99 11,234.21 2,808.55 50.29 23-0 W3 3,283.94 16,025.94 32,846.09 6,807.99 4,517.37 21,561.22 48.71 26-4 W2 3,283.94 16,025.94 0.00 0.00 20,997.26 5,249.32 47.17 29-6 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,013.27 30.48 V2 Interior 0.00 1,013.27 30.48 0 STRESS ANALYSIS - PAGE 2 5814-0005 Name: Job Number: 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:05 AM NEW MILLENNIUM Location: Joist Description: Mark: 81.111_OINC. SYSTEMS TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G23 Chord Properties Chord Area Rx Rz _ _ Ryy _ _ _ _ _ Y _ __ _ Ix __ Q _ _ Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis 1K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia. 955.66 LL 360. 1,056.22 LL 240. 1,584.33 Max Bridg TC. 23-4 3/4 Max Bridg BC: 20-1 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Axial Load 16,025.94 16,025.94 50,663.62 16,025.94 16,025.94 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 L/r 66.23 69.90 48.45 69.90 66.23 Max Load no Fillers TC: Fcr 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 20,673.90 234..9803 9803 TC : F'e 178,528.98 160,231.00 144,608.48 160,231.00 178,528.98 Cm 0.9800 0.9777 0.8953 0.9777 0.9800 BC Stress: 0.89 Panel Point Moment 350.93 350.93 333.33 350.93 350.93 BCURz: 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 0.3495 0.3597 0.9550 0.3597 0.3495 3.34K < 3.82K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 20,997.26 24,494.52 5,249.32 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 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 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 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 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 W2 20,997.26 24,494.52 5,249.32 6,698.11 7.54 x 0.188 1 C38BA = 1.125 x 1.845 x .199 V1 0.00 4,826.79 1,013.27 1,266.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 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 NEW MILLENNIUM Fl1.111_f11Nr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Girder Load @ Diag 32G5N6.6K1.5 Date Run: 8/1/2014 11:02:05 AM Mark: G23 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 3/4 Clear Bearing 0-8 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 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 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS ( Date Run: 811/2014 11:02:08 AM NEW MILLENNIUM Location: Joist Description: Mark: ptlit.miNn SYSTEMS Geometry TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G24 _ Base Length: 32-4 Working Length: 32-0 Joist Depth: 32.00 Effective Depth: 30.48 BC Panel Length: 4 @ 6-71/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 1/2 3-1 3/4 J -I I LI I I I/ TI I1 II-1111111111U L I I I, I I I ILLI 1 !III 11.. I1.I oil l I I:I 1111 l: I I 1111) 111111.1111111.1 [ 1 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 32.00 Loads Load Type - Category Load1 - - - - Load2 Position - - 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 + 6-3 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) WL 750.00 0.00 TC - 32-2 32-2 Stress Analysis Summary Int. Panel TC: 39.63 Max Panel BC: 79.25 Reaction LE: 16,912.89 Reaction RE: 16,887.11 Minimum Shear. 4,228.22 Max TC Comp.: 50,149.85 Max BC Tension 1 50,113.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 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 6-31/8 W5 8,532.34 41,347.39 50,079.14 10,383.92 2,338.61 11,028.54 49.89 9-63/4 W6 10,355.31 50,149.85 50,079.14 10,383.92 6,921.80 1,730.45 49.8912-101/4 W6 10,355.31 50,149.85 50,113.63 10,390.92 6,935.54 4,062.91 49.9916-13/4 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 3,260.45 15,894.94 32,584.28 6,760.20 4,497.87 21,449.10 48.52 26-01/2 W2 3,260.45 15,894.94 0.00 0.00 20,886.56 5,221.64 46.98 29-2 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,003.00 30.48 V2 Interior 0.00 1,003.00 30.48 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:08 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.IILnINr. SVSTFMs TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G24 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material 1 TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 955.66 LL 360: 1,089.57 LL 240: 1,634.35 Max Bridg TC: 23-4 3/4 Max Bridg BC: 20-2 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 35.50 37.63 39.63 37.75 35.75 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 0 . 0..7 Weld Len 2X 7500 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 : 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 BC L/Rz: Mid Panel Moment 236.02 122.30 163.56 123.54 239.43 179.9909 Panel Point fb 387.64 387.64 370.61 392.88 392.88 TC Shear Stress: 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 Panel Point Stress 7,443.10 7,443.10 22,744.95 7,484.40 7,484.40 TC Bearing Capacity: Mid Panel Stress 0.3421 0.3526 0.9420 0.3552 0.3452 3.34K < 3.86K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 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 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 6,935.54 16,813.47 4,062.91 4,335.71 2.96 x 0.158 1 C32BA = 1.125 x 1.520 x .158 W5 2,334.28 23,524.92 11,007.08 11,186.20 5.57 x 0.133 2 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 NEW MILLENNIUM HI.111. G11Nr. SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load Diag 32G5N6.6K1.5 Date Run: 8/1/2014 11:02:08 AM Mark: G24 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 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 L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.8826 Section Modulus 0.8826 1 Regd 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 NEW MILLENNIUM R1.111_111Nr: SYSTEMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Girder Load @ Diag 32G4N8.7K1.5 Date Run: 8/1/2014 11:02:12 AM Mark: G25 Base Length: 28-4 Working Length: 28-0 Joist Depth: 32.00 Effective Depth: 30.48 BC Panel Length: 3 @ 7-3 Shape: Parallel Chords Variable Left End Right End J1CI_1_1.1.1:1=1 111:1:1:1:1I 1111=1=1.111.1=1:11_/[1 1.1.1.1.1.1_I_I_I_III I:I_-I I:I! I l:1:11:I:11_I:1.CI11:III;1:1:1:1:1:1:1:1:1 TC 1.11.1:1.:11:1=1.1 BC Panel 3-51/2 3-5 1/2 TC Panel 3-5 1/2 3-5 1/2 First Half 3-5 1/2 3-5 1/2 First Diag. 6-11 6-11 8,700.00 Depth 32.00 32.00 Loads Load Type Category 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 + 6-11 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 Conc Load (lbs) TL 4,350.00 0.00 TC + 28-2 6-9 Uniform (pif) DL 25.00 25.00 TC + 0-0 28-4 Conc Load (lbs) WL 750.00 0.00 TC- W4 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC- 17-91/2 6-11 6-11 Conc Load (lbs) WL 1,500.00 0.00 TC- 51.49 14-2 14-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 21-5 21-5 Conc Load (lbs) WL 750.00 0.00 TC - 28-2 28-2 Stress Analysis Summa Int. Panel TC: 43.50 Max Panel BC: 87.00 Reaction LE: 17,750.00 Reaction RE: 17,750.00 Minimum Shear. 4,437.50 Max TC Comp.: 41,794.23 Max BC Tension 48,067.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 35,391.13 5,556.60 3,573.78 22,427.00 51.49 3-51/2 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 10-61/2 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 2,676.08 17,314.67 0.00 0.00 21,869.08 5,467.27 49.89 24-101/2 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 835.88 30.48 V2 Interior 0.00 835.88 30.48 STRESS ANALYSIS - PAGE 2 0 Job Number' 5814-0005 'Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/1/2014 11:02:12 AM NEW MILLENNIUM Location: Joist Description: Mark: flllll_1'IINr SYSTEMS TUKWILA, WA Girder Load @ Diag 32G4N8.7K1.5 G25 J Chord Properties Chord Area Rx Rz _ _ Ryy _ _ _ _ Y _ Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 955.66 LL 360: 1,626.41 LL 240: 2,439.62 Max Bridg TC: 23-4 3/4 Max Bridg BC: 1 23-8 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 39.50 41.50 43.50 41.50 39.50 1.1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 0 7n 00WelLen 2x 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 52,533.65 Maximum K L/r 72.66 76.34 52.69 76.34 72.66 Max Load no Fillers TC: Fcr 32,427.99 31,243.91 38,432.95 31,243.91 32,427.99 41,076.81 Fa 19,456.79 18,746.34 23,059.77 18,746.34 19,456.79 TCO 203..4881 4881 y: 20 F'e 148, 292.63 134, 343.78 122, 274.32 134, 343.78 148, 292.63 Cm 0.9740 0.9712 0.8978 0.9712 0.9740 BC Stress: 0,8,E Panel Point Moment 421.54 421.54 394.22 421.54 421.54 BCURz: Mid Panel Moment 292.89 147.91 197.11 147.91 292.89 197.5926 Panel Point fb 477.59 477.59 446.64 477.59 477.59 TC Shear Stress: Mid Panel fb 132.98 67.16 89.49 67.16 132.98 14,117.98 Fillers 0 0 4 0 0 BC Shear Stress: 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 0.4016 0.4144 0.8121 0.4144 0.4016 4.40K < 4.51K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 A226 = 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 7,818.14 10,795.89 1,954.54 2,067.35 4.08 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 3,573.78 43,219.92 22,427.00 27,107.27 8.06 x 0.188 2 A366 = 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_I]INC SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run - 8/1/2014 11:02:12 un:8/1/201411:02:12 AM Location: •TUKWILA, WA Joist Description: Girder Load © Diag 32G4N8.7K1.5 Mark: G25 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 1-3 5/8 BPL Length 1-3 5/8 Clear Bearing 0-9 3/8 Clear Bearing 0-9 3/8 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 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 STRESS ANALYSIS - PAGE 1 CIJob Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:16 AM NEW MILLENNIUM Location: Joist Description: Mark: ra1ui_nwr. SYSTEMS TUKWILA, WA Girder Load © Diag 32G4N8.7K1.5 G26 Geometry Base Length: 28-8 Working Length: 28-4 Joist Depth: 32.00 Effective Depth: 30.48 BC Panel Length: 3 @ 7-4 Shape: Parallel Chords Variable Left End Right End BC Panel 3-6 3-6 J:I I I I LI I I II I riIIII I I IIIA I I11T11 III III 11.1 II I f[II I I1.1.II:IIIII I I:1:[1111.1=vII_I 11.1 I II I:III I I II IA TC Panel 3-6 3-6 1 ,,, u First Half 3-6 3-6 1 i First Diag. 7-0 7-0 Depth 32.00 32.00 Loads Load Type Category 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) WL 750.00 0.00 TC - 28-6 28-6 Stress Analysis Summary Int. Panel TC: 44.00 Max Panel BC: 88.00 Reaction LE: 17,754.17 Reaction RE: 17,754.17 Minimum Shear: 4,438.54 Max TC Comp.: 42,315.41 Max BC Tension 48,662.02 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 35,836.46 5,620.15 3,599.15 22,607.34 51.89 3-6 W4 6,583.87 42,315.41 35,836.46 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 35,836.46 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 2,707.08 17,538.62 0.00 0.00 22,049.03 5,512.26 50.29 25-2 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 846.31 30.48 V2 Interior 0.00 846.31 30.48 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:16 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: FlI.IIt.nINr SVSTF_MS TUKWILA, WA Girder Load @ Diag 32G4N8.7K1.5 G26 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 955.66 LL 360: 1,569.68 LL 240: 2,354.52 Max Bridg TC: 23-4 3/4 Max Bridg BC: 23-71/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 40.00 42.00 44.00 42.00 40.00 1.1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min wend Len 2x 0 7500 Axial Load 17,538.62 17,538.62 42,315.41 17,538.62 17,538.62 Max Load Fillers TC: fa 7,824.85 7,824.85 18,879.01 7,824.85 7,824.85 52,300.41 Maximum K L/r 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..9105 9105 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: 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 0.4105 0.4238 0.8258 0.4238 0.4105 4.40K < 4.47K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 7,881.28 10,795.89 1,970.32 2,035.78 4.11 x 0.129 1 C22BB = 1.125 x 1.110 x .129 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 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 NEW MILLENNIUM F 1.111_1,11 Nf.: 5V 5714hAS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G4N8.7K1.5 Date Run: 8/1/2014 11:02:16 AM Mark: G26 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 1-3 3/4 BPL Length 1-3 3/4 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 0.8826 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 NEW MILLENNIUM 111.111_f:11NG SYSTFMS Geomet Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 16G3N5K1 Date Run: 8/1/2014 11:02:19 AM Mark: G27 Base Length: 20-1 Working Length: 19-9 Joist Depth: 16.00 Effective Depth: 14.56 BC Panel Length: 2 @ 7-0 Shape: Parallel Chords Variable Left End Right End J-rLL1 LI.1,I 11..1-1 '"--- \.__ 1,1.1.1.1.1 11.1 IM:IL] LI L /" /-''------------__/ LLrriT1.[I _I- `� �/�_First --/---- ri mfJJIl . �\-� , -- BC Panel 3-2 1/4 3-4 1/4 TC Panel 3-2 1/4 3-4 1/4 Half 3-2 1/4 3-4 1/4 FirstDiag. 6-4 1/2 6-8 1/2 TL Depth 16.00 16.00 Loads Load Type Category 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 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 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 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 (lbs) WL 500.00 0.00 TC - 19-11 19-11 Stress Analysis Summa Int. Panel TC: 42.00 Max Panel BC: 82.25 Reaction LE: 7,831.26 Reaction RE: 7,662.49 Minimum Shear. 1,957.82 Max TC Comp.: 31,321.94 Max BC Tension 27,389.59 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 27,389.59 4,765.87 2,668.92 14,817.38 42.80 13-41/2 W2 7,673.71 19,519.19 0.00 0.00 14,398.12 3,599.53 40.93 16-8 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 626.44 14.56 V2 Interior 0.00 626.44 14.56 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:19 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: tiimi_f1iNr: SVSTFMS TUKWILA, WA Girder Load @ Diag 16G3N5K1 G27 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.7132 0.6446 0_3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 J Axial and Bending Analysis K: 1.00_ Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 186.03 LL 360: 902.17 LL 240: 1,353.25 Max Bridg TC: 21-71/4 Max Bridg BC: 23-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 36.25 38.25 42.00 40.25 38.25 1.1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 0 Min 00WelLen 2x: 0 7500 Axial Load 19,279.19 19,279.19 31,321.94 19,519.19 19,519.19 Max Load Fillers TC: fa 8,601.41 8,601.41 13,974.27 8,708.48 8,708.48 53,223.27 Maximum K L/r 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 Fa 20,588.33 19,895.87 18,567.49 19,191.41 19,895.87 Tco5 URyy 143.5318318 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 0.9725 BC Stress: 0.64 Panel Point Moment 351.59 351.59 367.50 396.17 396.17 BC L/Rz: Mid Panel Moment 247.82 119.83 183.75 140.09 274.35 214.6959 Panel Pointfb 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 TC Bearing Capacity: Mid Panel Stress 0.4216 0.4342 0.7556 0.4560 0.4420 2.54K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 14,398.12 14,453.10 3,599.53 5,190.57 6.46 x 0.150 1 C28BB = 1.125 x 1.344 x .150 V1 0.00 4,826.79 626.44 3,184.22 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 626.44 3,184.22 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM R1.111_rINr SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 16G3N5K1 Date Run: 81112014 11:02:19 AM Mark: G27 TCX Left I 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 1-11 7/8 BPL Length 2-0 7/8 Clear Bearing 1-5 1/4 Clear Bearing 1-6 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 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 0.0000 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:23 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: R1.111_fllNr SYSTEMS TUKWILA, WA Girder Load @ Diag 16G3N5K1 G28 Geometry - - - - Base Length: 20-71/2 Working Length: 20-31/2 - - Joist Depth: 16.00 - - -- Effective Depth: 14.56 - BC Panel Length: 2 @ 7-1 -- - Shape: Parallel Chords Variable Left End Right End BC Panel 3-4 3/4 3-4 1/2 (I.I.,I IT l 111' 'nu - LI fll-1 Il I 1 Il?I 1:1,1 1.[Lu I_I_Il;l "Lulu] 11111 I I:I rru (11,1111 111111111T1=[:I: TC Panel 3-4 3/4 3-4 1/2 i / \ ,/i First Half 3-4 3/4 3-4 1/2 ' �, ��--���` \.. _.----" First First Diag. 6-9 1/2 6-9 Depth 16.00 16.00 Loads Load Type Category 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 + 6-9 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- 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) WL 500.00 0.00 TC- 20-5 1/2 20-5 1/2 Stress Analysis Summary Int. Panel TC: 42.50 Max Panel BC: 83.25 Reaction LE: 7,743.38 Reaction RE: 7,763.91 Minimum Shear. 1,940.98 Max TC Comp.: BC Tension 28,272.18 1Max 28,174.45 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,315.11 13,845.79 0.00 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 2,310.61 13,811.44 0.00 0.00 14,766.32 3,691.58 41.16 17-3 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 565.44 14.56 V2 Interior 0.00 565.44 14.56 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:23 AM NEW 11A 1 L L E N N 1 U M Location: Joist Description: Mark: ett.ni_nwr. SYSTEMS TUKWILA, WA Girder Load © Diag 16G3N5K1 IG28 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 186.03 LL 360: 831.83 LL 240: 1,247.75 Max Bridg TC: Bridg BC: 21-6 3/8 1Max 23-51/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 38.75 40.75 42.50 40.50 38.50 1.1250 Bending Load 30.00 30.00 30.00 30.00 30.00 Min weld Len 2X 0.7500 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 Fa 19,720.76 19,013.76 18,388.23 19,102.65 19,808.40 147..4683 4683 TC : F'e 154,088.53 139, 334.45 128, 096.09 141, 059.94 156, 096.19 Cm 0.9800 0.9778 0.9340 0.9782 0.9803 0. 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 Panel Point fb 460.52 460.52 426.34 453.99 453.99 TC Shear Stress: Mid Panel fb 127.86 65.17 85.42 63.99 126.29 6,139.13 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 0.3175 0.3271 0.6890 0.3247 0.3153 2.54K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 W2 14,766.32 16,813.47 3,691.58 5,685.75 6.29 x 0.158 1 C32BA = 1.125 x 1.520 x .158 V1 0.00 4,826.79 565.44 3,184.22 2.00 x 0.077 1 C 10AB = 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 G7 NEW MILLENNIUM F11.11i_flfNI. "-.S VSTFMS TCX Desicin STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Girder Load © Diag 16G3N5K1 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 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 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 0.8826 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 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 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 STRESS ANALYSIS - PAGE 1 ' Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:27 AM NEW MILLENNIUM Location: Joist Description: Mark: N1111_CIINr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.3K1.1 G3 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.56 BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 1.111 -1:1:11 -1 -1.1.11.1 -1.11.111111 -1-11.1111.1:111:111:1-11111-111:1:1.1.1-1:1-1:11.1.1:1:1:1111 f 111111.1.11 I l_ 1111111.11111 I.k. TC Panel 3-2 1/4 3-2 1/4y First Half 3-2 3/8 3-2 3/8 ' First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads Load Type Category 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 + 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 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 (lbs) WL 550.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE• 14,923.44 Reaction RE: 14,923.44 Minimum Shear 3,730.86 Max TC Comp • 37,193.99 Max BC Tension 42,788.53 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 2,017.91 15,333.92 0.00 0.00 19,009.72 4,752.43 44.94 23-01/4 Standard Verticals Member Position Max Tension Max Comp. r Length V1 End Panel 0.00 743.881 26.56 V2 Interior 0.00 743.88 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: pl.11l_nlNn Chord Properties Chord SYSTEMS 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 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 Axial and Bending Analysis [1(1K. ... 1_00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 616.19 LL 360: 1,328.83 LL 240: 1,993.25 Max Bridg TC: 23-4 3/4 Max Bridg BC: 21-7 7/8 - r Top Chord Check End Panel LE, First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 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 74.27 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 20,588.33 188..0448 0448 TC : F'e 176,075.02 157,114.75 141,934.72 157,114.75 176,075.02 Cm 0.9806 0.9782 0.9217 0.9782 0.9806 BC Stress: 100 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 TCShearStress: 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 16,978.86 7,245.18 7,245.18 TC Bearing Capacity: Mid Panel Stress 0.3360 0.3466 0.86951 0.3466 0.3360 3.69K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 W3 2,679.95 33,633.00 19,605.36 21,196.01 8.36 x 0.158 2 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 N{ILLENNIUNI F11.111_1 -11N11 SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:27 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N7.3K1.1 Mark: G3 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 1-4 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 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 0.00 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: _ - INTERURBAN OFFICES - SHOPORDERS Date Run: - - - - 8/11201411:02:30 AM NEW MILLENNIUM Location: Joist Description: Mark: Fluna_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.1 G4 Geometry Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.52 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End R111111111111111111111111111111111111111=ISI BC Panel 2-9 1/4 2-9 1/4 0-1:1-171.1-1-1 1111 11;1d I.11 LI ,,IJ .11 11111111. 1.1 I 11 1114 TC Panel 2-9 1/4 2-9 1/4 First Half 2-9 1/4 2-9 1/4 First Diag. 5-6 1/2 5-6 1/2 N- ' Depth 28.00 28.00 Loads Load Type Category 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 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 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) WL 550.00 0.00 TC - 22-8 22-8 Stress Analysis Summary Int. Panel TC: 35.25 Max Panel BC: 70.50 Reaction LE: 16, 681.25 Reaction RE: 16, 681.25 Minimum Shear. 4,170.31 Max TC Comp.: 36, 029.01 Max BC Tension 41, 527.04 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 1,768.31 14,785.66 0.00 0.00 19,392.93 4,848.23 40.99 20-0 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 720.58 26.52 V2 Interior 0.00 720.58 26.52 STRESS ANALYSIS - PAGE 2 G1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:30 AM NEW IV% I L L E N N 1 U M Location: Joist Description: Mark: nciii_ninir. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.1 G4 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 BC 0.8084 0.6885 0.4106 1.3990 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 661.99 LL 360: 2,171.23 LL 240: 3,256.85 Max Bridg TC: 23-4 3/4 Max Bridg BC: 25-7 3/8 l Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 2X 0.7500 Axial Load 14,785.66 14,785.66 36,029.01 14,785.66 14,785.66 Max Load Fillers TC: fa 6,596.62 6,596.62 16,074.33 6,596.62 6,596.62 56,119.23 Maximum K Ur 57.49 61.17 64.85 61.17 57.49 Max Load no Fillers TC: Fcr 37,078.79 35,996.62 34,881.89 35,996.62 37,078.79 47'745.78 Fa 22,247.28 21,597.97 20,929.13 21,597.97 22,247.28 163..5172 5172 TC : 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 BCL/Rz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 171.6999 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 0.2993 0.3069 0.7701 0.3069 0.2993 4.14K <4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 A168 = 1.3750 x 0.102 W4 7,002.61 7,865.88 1,750.65 1,816.70 4.62 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W3 2,471.37 31,548.36 20,015.97 20,629.45 8.53 x 0.158 2 A306 = 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 NEW MILLENNIUM RI.III.I INr. SY STPMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.1 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 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 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 Date Run: 8/1/2014 11:02:30 AM Mark: G4 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 NEW MILLENNIUM RI.111_[IINr. SYSTEMS Job Number. 5814-0005 Location: TUKWILA, WA Geometry Base Length: Working Length: 22-10 22-6 Joist Depth: 28.00 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Girder Load @ Diag 28G4N12.3K1.6 Effective Depth: 26.28 Variable Left End Right End BC Panel 2-9 1/4 2-9 1/4 TC Panel 2-9 1/4 2-9 1/4 First Half 2-9 1/4 2-9 1/4 First Diag. 5-6 1/2 5-6 1/2 Depth 28.00 28.00 BC Panel Length: 3 a@ 5-10112 Date Run: 8/1/2014 11:02:34 AM Mark: G5 Shape: Parallel Chords 1,1,11-11.1,1 fa:f l ll l l.,l l u-11-1 I 14_1A 11-H i. l I.1 CI J 1:11,:11 I_I I.I.11 N IIIIIII1_1 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 7 Conc Load (lbs) TL 6,150.00 0.00 TC + 0-2 0-2 Conc Load (lbs) TL 12,300.00 0.00 TC + 5-6 1/2 5-4 1/2 Conc Load (lbs) TL 12,300.00 0.00 TC + 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) WL 800.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,600.00 0.00 TC - 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,600.00 0.00 TC - 11-5 11-5 Conc Load (lbs) WL 1,600.00 0.00 TC - 17-3 1/2 17-3 1/2 Conc Load (lbs) WL 800.00 0.00 TC - 22-8 22-8 Stress Analysis Summa Int. Panel TC: 35.25 Max Panel BC: 70.50 Reaction LE: 24,881.25 Reaction RE: 24,881.25 Minimum Shear. 6,220.31 Max TC Comp.: 54,197.19 Max BC Tension 62,494.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 2-9 1/4 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 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 2,676.07 22,231.81 0.00 0.00 29,049.87 7,262.47 40.83 20-0 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,083.94 26.28 V2 Interior 0.00 1,083.94 26.28 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:34 AM NEW iV I L L E N N I U M Location: Joist Description: Mark: Ruit_ninin s...TFms TUKWILA, WA Girder Load @ Diag 28G4N12.3K1.6 G5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.4375 0.9636 0.5835 1.7462 0.8938 1.3347 0.9633 A50A = 3.0938 x .250 BC 1.1207 0.8991 0.5436 1.6512 0.8225 0.9058 0.9280 A44A = 2.8750 x .209 Axial and Bending Analysis _____ K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 872.33 LL 360: 2,861.11 ___ LL 240: 4,291.67 Max Bridg TC: 24-8 7/8 __ Max Bridg BC: 29-0 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 31.25 33.25 35.25 33.25 31.25 1.1250 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min 00WelLen 2x 0.7500 Axial Load 22,231.81 22,231.81 54,197.19 22,231.81 22,231.81 Max Load Fillers TC: fa 7,732.80 7,732.80 18,851.20 7,732.81 7,732.81 75,441.41 Maximum K L/r 53.56 56.98 60.41 56.98 53.56 Max Load no Fillers TC: Fcr 39,354.85 38,318.49 37,247.73 38,318.49 39,354.85 65,439.61 Fa 23,612.91 22,991.10 22,348.64 22,991.10 23,612.91 TC 154..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 0.9858 BC Stress: 0.93 Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC L/Rz: Mid Panel Moment 182.78 95.40 129.43 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 0.3294 0.3374 0.8450 0.3374 0.3294 6.19K < 6.46K Web Design Member _ Web Tension Allow Tension Web Comp Allow Comp __ Weld __ _ Qty 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 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 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 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 C10AB = 1.125 x 0.756 x .077 NEW NIILLENNIUNI RI.III_r rJt sV..�TFM5 TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N12.3K1.6 Date Run: 8/1/2014 11:02:34 AM Mark: G5 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 0-6 1/2 BPL Length 0-6 1/2 Clear Bearing 0-8 3/4 Clear Bearing 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 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 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: 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 0 Job Number.• 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:38 AM NEW IV{ 1 L L E N N 1 U M Location: Joist Description: Mark: a1.iu_rnn,r. SYSTEMS Geometry_ TUKWILA, WA Girder Load @ Diag 28G4N8.7K1.3 - --- - - G6 - -- Base Length: 26-21/2 - Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.53 BC Panel Length: 3 @ 6-8 518 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 _1 I I II I I I I iI I I I_I 11_I I RI.II_I I11 11_I-1 I I I_L111 I I IRR I I I 111_I 1:1111.11 I LI I CIf1,11 I I I I I I I I II I I I II I I I1. TC Panel 3-2 1/4 3-2 1/4 / - First Half 3-2 3/8 3-2 3/8 y . �- First Diag. 6-4 5/8 6-4 5/8 -"- - - Depth 28.00 28.00 Loads Load Type Category 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 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) WL 650.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 17,723.44 _ Reaction RE: 17,723.44 Minimum Shear. 4,430.86 Max TC Comp.: 44,212.93 Max BC Tension 50,876.49 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 37,400.84 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 2,430.36 18,222.54 0.00 0.00 22,580.99 5,645.25 44.92 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 884.26 26.53 V2 Interior 0.00 884.26 26.53 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:38 AM NEW MI L L E N N 1 U M Location: Joist Description: Mark: H1.111_OINr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.7K1.3 G6 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 743.49 LL 360: 1,603.37 LL 240: 2,405.06 Max Bridg TC: 22-0 3/8 Max Bridg BC: 24-9 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Min Weld Len 2X• 0.7500 Axial Load 18,222.54 18,222.54 44,212.93 18,222.54 18,222.54 Max Fillers fa 7,672.65 7,672.65 18,615.97 7,672.65 7,672.65 Load TC: 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 24,645.49 18,847.44 19,814.82 199..6998 6998 TC : F'e 140,132.47 125, 042.60 112, 961.30 125, 042.60 140,132.47 Cm 0.9726 0.9693 0.8896 0.9693 0.9726 0. Stress: 0.89 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 13,679.16 Fillers 0 0 4 0 0 BC Shear Stress: 17,264.07 Panel Point Stress 8,098.38 8,098.38 19,021.49 8,098.38 8,098.38 TC Bearing Capacity: Mid Panel Stress 0.3912 0.4091 0.7585 0.4091 0.3912 4.39K < 6.97K Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 8,051.48 8,466.46 4.37 x 0.124 2 A20B = 1.4370 x 0.124 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 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 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 4,826.79 884.26 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 G7 NEW MILLENNIUM R1.111_r.1u.Jr SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load © Diag 28G4N8.7K1.3 Date Run: 8/1/2014 11:02:38 AM Mark: G6 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 1-4 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 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 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 STRESS ANALYSIS - PAGE 1 G/) Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:41 AM NEW M 1 L L E N N I U IV% Location: Joist Description: Mark: nuui_nwr. SYSTEMS TUKWILA, WA Girder Load © Diag 28G4N9K1.4 G7 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.53 BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 11:1111:1:11:1- 11111-0-1-1 ii 1.1 1_1 1,1 1 1111111 Li 1.1111iir_Lwinsi1,11.1111 LI 1,11111111 I_I I:1 LI ISI I" I II�11 TC Panel 3-2 1/4 3-2 1/4 First Half 3-2 3/8 3-2 3/8 I First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End 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 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 - 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 Conc Load (lbs) WL 1,400.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) WL 700.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 18,323.44 Reaction RE- 18,323.44 Minimum Shear.' 4,580.86 Max TC Comp.. 45,707.07 Max BC Tension 52,598.22 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2,635.33 18,837.44 0.00 0.00 23,342.96 5,835.74 44.92 23-01/4 Standard Verticals Member Position Max Tension Max Comp. I Length V1 End Panel 0.00 914.141 26.53 V2 Interior 0.00 914.141 26.53 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:41 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: FI.111_IIINr. SVSTem5 Chord Properties TUKWILA, WA Girder Load @ Diag 28G4N9K1.4 G7 Chord Area Rx Rz Ryy Y Ix Q Material 1 TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 L BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 1 Axial and Bending Analysis K: Fb: 1Fy: 1.00 50,000.00 30,000.00 Mom of Inertia: 743.49 LL 360: 1,603.37 _ LL 240: 2,405.06 _ Max Bridg TC: 22-0 3/8 Max Bridg BC: 23-101/4 _ Top Chord Check _l End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 36.25 38.38 40.38 38.38 36.25 1.1250 Bending Load 30.00 30.00 30.00 30.0030.00 Min weld Len 2X 0_7500 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 24,645.49 18,847.44 19,814.82 199..6998 6998 Tc : 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 0.9717 BC Stress: 0.92 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 J Panel Point fb 425.74 425.74 405.52 425.74 425.74 ITC Shear Stress: Mid Panel fb 123.99 64.05 85.53 64.05 123.99 14,140.75 Fillers 0 0 4 0 0 BC Shear Stress: 17,846.63 Panel Point Stress 8,357.29 8,357.29 19,650.60 8,357.29 8,357.29 TC Bearing Capacity: Mid Panel Stress 0.4042 0.4229 0.7840 0.4229 0.4042 4.54K < 6.82K Web Design Member __ ___ Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 8,466.46 4.52 x 0.124 2 A20B = 1.4370 x 0.124 W5 1,226.28 19,858.62 8,324.05 8,466.46 4.52 x 0.124 2 A20B = 1.4370 x 0.124 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 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 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 C10AB = 1.125 x 0.756 x .077 STRESS ANALYSIS - PAGE 3 G� Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Fl1.111_rm..jr. SVSTFM5 TCX Design Date Run: 8/1/2014 11:02:41 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N9K1.4 Mark: G7 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 1-4 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 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 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+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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:45 AM NEW MILLENNIUM Location: Joist Description: Mark: ei_u1_nwr.. SYSTEMS. TUKWILA, WA Girder Load © Diag 28G4N9.8K1.5 G8 Geometry Base Length: 26-21/2 Working Length: 25-101/2 -- Joist Depth: 28.00 1Effectiv;Depth: 26.53 BC Panel Length: 3 @ 6-8 5/8 Shape: Parallel Chords 1 r Variable Left End Right End BC Panel 3-21/4 3-2 1/4 LI 1111 l 1111 1111=11 I I I Ill 11.11111.1 I III I IT1.11 1111[1 I I 11111 II 1111 I IaLI I;I roll11.11.1 I II'I Il 11 I I I I TC Panel 321/4 321/4 i ', i 1 % First Half 3-2 3/8 3-2 3/8 ..l First Diag. 6-4 5/8 6-4 5/8 Depth 28.00 28.00 Loads Load Type Category 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 + 6-4 5/8 6-2 5/8 Conc Load (lbs) TL 9,800.00 0.00 TC + 13-1 1/4 6-8 5/8 Conc Load (lbs) TL 9,800.00 0.00 TC + 19-9 7/8 6-8 5/8 Conc Load (lbs) TL 4,900.00 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 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-4 5/8 6-4 5/8 Conc Load (lbs) WL 1,500.00 0.00 TC - 13-1 1/4 13-1 1/4 Conc Load (lbs) WL 1,500.00 0.00 TC - 19-9 7/8 19-9 7/8 Conc Load (lbs) WL 750.00 0.00 TC - 26-0 1/2 26-0 1/2 Stress Analysis Summary Int. Panel TC: 40.38 Max Panel BC: 80.50 Reaction LE: 19,923.44 Reaction RE: 19,923.44 Minimum Shear. 4,980.86 Max TC Comp.: 49,691.45 Max BC Tension 57,189.49 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,840.29 20,477.18 0.00 0.00 25,374.90 6,343.73 44.92 0-2 W3 2,840.29 20,477.18 42,042.29 5,914.56 3,737.34 26,216.43 46.65 3-2 1/4 W4 6,941.04 49,691.45 42,042.29 5,914.56 9,152.56 2,288.14 48.31 6-4 5/8 W5 6,941.04 49,691.45 57,189.49 8,040.79 1,317.14 9,050.91 48.21 9-9 W5 6,941.04 49,691.45 57,189.49 8,040.79 1,317.14 9,050.91 48.21 13-11/4 W4 6,941.04 49,691.45 42,042.30 5,914.56 9,152.56 2,288.14 48.31 16-51/2 W3 2,840.29 20,477.18 42,042.30 5,914.56 3,737.34 26,216.43 46.65 19-9 7/8 W2 2,840.29 20,477.18 0.00 0.00 25,374.90 6,343.72 44.92 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. 1 Length V1 End Panel 0.00 993.831 26.53 V2 Interior 0.00 993.83 26.53 NEW MILLENNIUM RI.III,r,INr.. SVT Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:02:45 AM Joist Description: Mark: Girder Load @ Diag 28G4N9.8K1.5 G8 Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 743.49 LL 360: 1,603.37 LL 240: 2,405.06 Max Bridg TC: 22-0 3/8 Max Bridg BC: 22-11 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 36.25 38.38 40.38 38.38 36.25 Bending Load 30.00 30.00 30.00 30.00 30.00 Axial Load 20,477.18 20,477.18 49,691.45 20,477.18 20,477.18 fa 8,621.97 8,621.97 20,922.71 8,621.97 8,621.97 Maximum K L/r 75.32 79.73 51.85 79.73 75.32 Fcr 33,024.71 31,412.40 41, 075.81 31,412.40 33, 024.71 Fa 19,814.82 18,847.44 24,645.49 18,847.44 19, 814.82 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 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 Panel Point fb 425.74 425.74 405.52 425.74 425.74 Mid Panel fb 123.99 64.05 85.53 64.05 123.99 Fillers 0 0 4 0 0 Panel Point Stress 9,047.71 9,047.71 21, 328.23 9,047.71 9,047.71 Mid Panel Stress 0.4391 0.4595 0.8522 0.4595 0.4391 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X: 0.7500 Max Load Fillers TC: 59,512.55 Max Load no Fillers TC: 43,311.25 TC oAL/Ryy: 199.6998 BC Stress: 1.00 BC URz: 182.8299 TC Shear Stress: 15,371.65 BC Shear Stress: 19,400.12 TC Bearing Capacity: 4.94K < 6.42K Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 25,374.90 28,766.82 6,343.73 8,239.73 9.11 x 0.188 1 C4OBA = 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 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 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 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 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 W2 25,374.90 28,766.82 6,343.72 8,239.73 9.11 x 0.188 1 C4OBA = 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 4,826.79 993.83 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM R,.111_f11Nr. SYSTF_MS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N9.8K1.5 Date Run: 8/1/2014 11:02:45 AM Mark: G8 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 1-4 3/8 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 Mom of Inertia 1.5278 Mom of Inertia 1.5278 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 NEW MILLENNIUM RI eia_ninor. SVSTFMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. l Job Name: 5814-0005 INTERURBAN OFFICES - HOPORDERS Joist Description: Girder Load @ Diag 28G4N10.5K1.4 Location: TUKWILA, WA Date Run: 81112014 11:02:49 AM Mark: G9 Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 1 Effective Depth: 26.47 BC Panel Length: 3 5-10112 Shape: Parallel Chords Variable Left End Right End TL BC Panel 2-9 1/4 2-91/4 ,:.11:1.1 11:111-11:111,1111.1 I II_11_1_1=111:1 III 111 111.11-1-111:111[111-11,11L[1,11-1-1,11-1-1).11,1.1_1111.1 1f.I.11.111 11:� TC Panel 2-9 1/4 2-9 1/4• TC + 5-6 1/2 ., First Half 2-9 1/4 2-9 1/4 0.00 TC -z 11-5 , First Diag. 5-6 1/2 5-6 1/2 0.00 TC + 17-3 1/2 5-10 1/2 Conc Load (lbs) TL Depth 28.00 28.00 + Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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- W4 0-2 0-2 Conc Load (lbs) WL 1,400.00 0.00 TC- 14-41/4 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,400.00 0.00 TC- 42.50 11-5 11-5 Conc Load (lbs) WL 1,400.00 0.00 TC - 17-3 1/2 17-3 1/2 Conc Load (lbs) WL 700.00 0.00 TC - 22-8 22-8 Stress Analysis Summa Int. Panel TC: 35.25 Max Panel BC: 70.50 Reaction LE: 21,281.25 Reaction RE: 21,281.25 Minimum Shear 5,320.31 Max TC Comp • 46,037.89 Max BC Tension 53,078.17 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 25,579.25 42.50 17-31/2 W2 2,303.05 18,887.70 0.00 0.00 24,752.85 6,188.21 40.95 20-0 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 920.76 26.47 V2 Interior 0.00 920.76 26.47 G_ Job Number. - 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: - -- _ - INTERURBAN OFFICES - SHOPORDERS Date Run: - - 811/201411:02:49 AM NEW MILLENNIUM Location: Joist Description: Mark: 1-41.111-nwr.. SYSTEMS Chord Properties TUKWILA, WA Girder Load © Diag 28G4N10.5K1.4 G9 Chord Area Rx Rz Ryy Y Ix Q Material TC 1.1875 0.8021 0.4813 1.5548 0.7695 0.7639 1.0000 A46A = 2.5938 x .250 BC 1.0162 0.8183 0.4925 1.5555 0.7604 0.6804 0.9652 A42A = 2.6250 x .209 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 768.81 LL 360: 2,521.57 LL 240: 3,782.35 Max Bridg TC: 22-0 3/8 Max Bridg BC: 28-0 1/4 J Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 2X 0.7500 Axial Load 18,887.70 18,887.70 46,037.89 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 L/r 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 20,267.09 21,162.71 22,042.18 TC 17 173..65206520: F'e 188,562.25 166,560.30 148,196.02 166,560.30 188,562.25 -- Cm 0.9789 0.9761 0.9124 0.9761 0.9789 BC Stress: 0.87 Panel Point Moment 265.46 265.46 258.87 265.46 265.46 BC L/Rz: Mid Panel Moment 182.78 95.40 129.43 95.40 182.78 143.1472 Panel Point fb 316.98 316.98 309.11 316.98 316.98 TC Shearstress: Mid Panel fb 92.06 48.05 65.19 48.05 92.06 16,246.31 Fillers 0 0 0 0 0 BC Shear Stress: 18,779.52 Panel Point Stress 8,269.69 8,269.69 19,693.48 8,269.69 8,269.69 TC Bearing Capacity: Mid Panel Stress 0.3637 0.3773 0.958T1 0.3773 0.3637 5.29K < 6.79K Web Design Member Web Tension Allow Tension Web Comp Allow Comp _ Weld Qty Material W2 24,752.85 28,766.82 6,188.21 9,369.14 8.89 x 0.188 1 C40BA = 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 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 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 W2 24,752.85 28,766.82 6,188.21 9,369.14 8.89 x 0.188 1 C40BA = 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 NEW MILLENNIUM FI I.111_f.11Nr. r..VSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:49 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N10.5K1.4 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 1-3 BPL Length 1-3 Clear Bearing 0-8 1/2 Clear Bearing 0-8 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 U80 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 Mom of Inertia 1.5278 Mom of Inertia 1.5278 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 Mark: G9 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:57:12 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.m.nwr. SVSTPmS Geometry Base Length: 23-6 3/4 Working Length: 23-2 3/4 TUKWILA, WA Joist Depth: 16.00 Effective Depth: 15.04 BC 5 @ Short Span Crimp Panel Length: 4-0 16KA280/170 Shape: Parallel Chords J1 Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 11 I -I 1111111111 11111.1 1111111 I: I 1111 I_I.11 1.111.111,11 1 I I l l 1=11. I1 I 111 TC Panel 1-10 3/8 1-10 3/8 I [1 LI11.11111111-1-1 i 1(1111=1 I f I=1 i -- First Half 1-1 1-1 ' I First Diag. 3-9 3/8 3-9 3/8 Depth 16.00 16.00 Loads Type Category Loadl _ _ Load2 Position __ __Load Direction Loc/Begin Sp/End 1 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 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) WL (2) 350.00 0.00 TC_ - 12-8 12-8 j Stress Analysis Summary Int Panel TC. 24.00 Max Panel BC: 48.00 Reaction LE. 4,489.88 Reaction RE. 4,516.36 Minimum Shear. 1,129.09 Max TC Comp. 20,749.22 Max BC Tension 22,623.01 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 1-10 3/8 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 7,748.37 20,749.22 22,623.01 9,185.67 2,092.87 2,567.22 28.33 9-9 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 1,256.00 1,814.131 15.04 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:57:12 PM NEW M I L L E N N I U IV% Location: Joist Description: Mark: R1.111_I'11Nr SYSTEMS 1 w TUKWILA, WA Short Span Crimp 16KA280/170 J1 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 92.61 LL 360: 276.04 LL 240: 414.06 Max Bridg TC: 14-113/4 Max Bridg BC: 10-9 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 20.38 23.00 24.00 23.00 20.38 1.1250 Bending Load 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 Fillers TC: fa 8,727.43 8,379.38 24,093.38 8,310.54 8,658.59 22,261.66 Maximum K Ur 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 0.9763 0. 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 0.4408 0.4567 0.9414 0.4514 0.4484 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,092.87 5,787.30 2,567.22 2,580.59 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V1 1,551.02 4,826.79 2,107.55 3,122.82 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 V2 1,256.00 4,826.79 1,814.13 3,343.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R L111_f.11Nf: SYSTEMS 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 0-3 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 1/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 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 0.1953 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 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 12:57:12 PM Mark: J1 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nwr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J11 Geometry Base Length: 17-91/4 Working Length: 17-51/4 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-2 5/8 2-2 5/8 IJ:[I 111[1_[ w 1 I I-1 I 1:1 I1 I 1 I11 I[I 1[CI_[1J1111_1 11 IIFI1.IJ 11 F[[CIJ 11111[IJJ,11Ja1-I I Ll_IIJ.I 11111.1 TC Panel 1-4 5/8 1-4 5/8 _1.I - • First Half 0-10 0-10 • First Diag. 3-0 5/8 3-0 5/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin 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 (plf) WL (2) 42.00 42.00 TC - 0-0 17-9 1/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,926.96 Reaction RE' 2,934.11 Minimum Shear. 733.53 Max TC Comp.: 13,308.91 Max BC Tension 11,378.85 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1,438.00 13, 308.91 11, 378.85 1,438.00 340.53 920.26 16.56 8-0 5/8 ' Symmetrical Joist ' Job Number 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ul_owr. SvSTEnnG Chord Properties TUKWILA, WAShort Span Round 14K280/170 J11 Chord Area Rx Rz Ryy Y Ix Q Material l TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 - _ _0.2597 ___ Axial and Bending Analysis K: 1.00 Fy.- 50,000.00 Fb. 30,000.00 Mom of Inertia: 48.47 LL 360: 341.49 LL 240: 512.24 Max Bridg TC: 10-13/8 Max Bridg BC: 15-11/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 14.63 20.00 20.00 20.00 14.63 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 Min weld Len 2x: 0.5000 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 Maximum K Ur 57.24 78.28 46.79 78.28 57.24 Max Load no Fillers TC: 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 OAL/ 267.97Ryy: 267.9707 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 0.9979 BC Stress: 0.73 Panel Point Moment 767.66 780.50 0.00 780.50 767.66 BC URz: Mid Panel Moment 298.69 392.58 0.00 392.58 298.69 77.7001 Panel Point fb 656.92 6957.20 0.00 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 Mid Panel Stress 0.1104 0.6665 0.8761f 0.6665 0.1104 Web Design Member _-__ _ Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 5,947.89 263.46 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W5 263.46 5,947.89 2,213.42 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W6 1,627.95 5,947.89 175.64 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 175.64 5,947.89 1,574.19 2,341.68 2.00 x 0.170 1 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 340.53 5,947.89 920.26 2,341.68 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM FI1,111_f11Nr SVSTFMS TCX Desitin STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Round 14K2801170 Date Run: 8/4/2014 8:55:16 AM Mark: J11 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 1-9 5/8 BPL Length 1-9 5/8 Clear Bearing 0-5 3/8 Clear Bearing 0-5 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 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 0.9492 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 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 STRESS ANALYSIS - PAGE 1 0 rJob Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:53:19 PM NEW MILLENNIUM Location: Joist Description: Mark: eI.111-nINCI STFMs TUKWILA, WA Short Span Crimp 16KA280/170 J13 J Geometry _ _ Base Length: 23-2 3/4 Working Length: 22-10 3/4 Joist Depth: 16.00 Effective Depth: 15.04 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 -FI T [i:isIJ_I:1.111:1.,1,,,11:1_I_I_f.l_I�I_I 1:111.1_1. I_I-I:�I:.I I I IIIII11_ I: TC Panel 1-9 3/8 1-9 3/8 I LI_IJ_I_I:C11 .-.--c, ` .I LI l_I_I 1-111 i �_ �., I 11.1.1.111111.1,1_1 i_l_I_I_I-111:I i'�. /"„ First Half 0-11 0-11 ,i �. �- / i," " \ First Diag. 3-7 3/8 3-7 3/8 Depth 16.00 16.00 Loads Load Type Category 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 (lbs) SM (2) 1,000.00 0.00 TC - 12-0 23-2 3/4 Stress Analysis Summary Int Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE. 4,442.24 Reaction RE- 4,479.96 Minimum Shear 1,119.99 Max TC Comp • 20,274.76 Max BC Tension 22,057.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 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 7,670.04 20,274.76 22,057.72 8,986.25 2,078.80 2,553.28 28.33 9-7 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,256.00 1,812.22 15.04 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:53:19 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.11t_111Nf.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J13 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis .' Fy•Fb•Mom 11( 1.00 50,000.00 30,000.00 of Inertia 92.61 LL 360' 288.27 LL 240: 432.41 Max Bridg TO 15-0118 Max Bridg BC: 10-101/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 22.00 24.00 22.00 19.38 1.1250 Load 292.00 0.00 0.00 0.00 292.00 0�n 5000dLen 2x MBending 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 TC OAL/Ryy 234..91499149: 23 F'e 202,143.67 156,782.73 131,741.05 156,782.73 202,143.67 Cm 0.9789 0.9739 0.8803 0.9737 0.9787 BC Stress: 0.95 Panel Point Moment 963.02 1076.35 0.00 1057.41 1036.35 Bc L/Rz: 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 TC Shear Stress: Mid Panel fb 1099.50 967.03 0.00 908.92 1430.82 12,931.08 Fillers 0 0 4 0 0 BC Shear Stress: 14,400.30 Panel Point Stress 13,469.61 13,684.64 23,542.46 13,646.84 13,904.22 Mid Panel Stress 0.4158 0.4280 0.9199 0.4290 0.4288 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,078.80 5,787.30 2,553.28 2,580.59 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V1 1,613.52 4,826.79 2,149.68 3,084.26 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1,256.00 4,826.79 1,812.22 3,343.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 " Symmetrical Joist G7 NEW MILLENNIUM N1.111-fllNf.. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 Date Run: 8/4/2014 12:53:19 PM Mark: J13 r TCX Left 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 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 .170.00 Reqd LL Def L/120 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 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 NEW MILLENNIUM R1.111_(IINf.. SVSTFMS Geometry STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Round 14K2801170 Date Run: 8/4/2014 12:54:21 PM Mark: J14 Base Length: Working Length: 18-01/2 17-81/2 Joist Depth: 14.00 Effective Depth: BC Panel Length: 13.21 8@1-8 Shape: Parallel Chords Variable Left End Right End 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 First Diag. 3-2 1/4 3-2 1/4 Depth 14.00 14.00 Loads Load Type Category 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 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 + 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 (lbs) WL (2) 350.00 0.00 TC - 13-5 1/4 13-5 1/4 Stress Analysis Summa Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,965.08 Reaction RE: 2,972.12 Minimum Shear. 743.03 Max TC Comp.: 11,706.74 Max BC Tension 11,706.74 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,411.09 5,047.94 0.00 0.00 6,191.36 1,579.60 29.38 0-2 V 1 S 1,363.05 4,727.70 0.00 0.00 418.77 1,207.08 16.57 1-6 1/4 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 W6 2,771.59 9,725.35 8,829.30 2,646.09 1,630.06 308.61 16.57 4-101/4 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 3,026.48 11, 706.74 11, 706.74 3,038.96 900.20 932.02 16.57 8-2 1/4 ymmetncai Jois STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/2014 12:54:21 PM NEW MILLENNIUM 'Location: Joist Description: Mark: Fi4111_nlNr: SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J14 Chord Properties r Chord Area Rx Rz Ryy Y Ix Q Material 1 TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 L BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 - Axial and Bending K: 1.00 Analysis _ Fy: 50,000.00 _ _ _ _ Fb. 30,000.00 _ _ __ Mom of Inertia. 45.39 _ _ _ LL 360. LL 240. 305.36 1458.04 Max Bridg TC. 10-0112 Max Bridg BC. 10-4 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.25 20.00 20.00 20.00 16.25 0.5000 Load 280.00 0.00 0.00 0.00 280.00 0�n 5000dLen 2x MBending 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 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 31,173.78 35,932.97 9,812.15 Fa 21,559.78 18,704.27 24,455.99 18,704.27 21,559.78 273..5831 5831 Tc : F'e 200,227.55 132,181.47 132,181.47 132,181.47 200, 227.55 Cm 0.9757 0.9656 0.8858 0.9656 0.9757 BC Stress: 0.75 Panel Point Moment 774.10 778.77 0.00 778.77 774.10 BCURz: 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 0.5094 0.5417 0.9216 0.5417 0.5094 Web Design Member Web Tension Allow Tension __ _ Web Comp _ Allow Comp Weld Qty 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 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 1,630.06 5,947.89 308.61 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W7 308.61 5,947.89 1,568.23 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W8 982.86 5,947.89 231.54 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W9 231.54 5,947.89 932.02 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W10 900.20 5,947.89 932.02 2,342.46 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM F11.111_f,7INr. SVSTFM5 TCX Desitin STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 I 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 BPL Length 0-4 Clear Bearing 0-5 1/2 Clear Bearing 0-5 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 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd 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 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 12:54:21 PM Mark: J14 STRESS ANALYSIS - PAGE 1 °, Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:51 PM NEW MILLENNIUM Location: Joist Description: Mark: FI1.10_n WQ SVSTPMS TUKWILA, WA Short Span Crimp 16KA280/170 J15 Geometry Base Length: 23-2 3/4 Working Length: 22-10 3/4 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0_ __ Shape Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-9 3/8 \ \�� �= �� "/= First Half 0-11 0-11 ,i_-- _`_L� ,1/s--•1; v: First Diag. 3-7 3/8 3-7 3/8 _ Depth16.00 16.00 Loads Load Type - - Category - Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-2 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-2 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 11-7 3/8 0-0 Conc Load (lbs) WL (1) 1,100.00 0.00 TC + 4-8 4-8 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 23-2 3/4 Conc Load (lbs) WL (2) 1,100.00 0.00 TC - 4-8 4-8 Conc Load (lbs) WL (2) 350.00 0.00 TC - 12-8 12-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,990.83 Reaction RE: 3,699.92 Minimum Shear: 997.71 Max TC Comp.: 16,432.44 Max BC Tension 17,136.31 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,985.13 7,132.42 0.00 0.00 8,506.44 3,336.16 33.95 0-2 V1S 2,932.59 6,835.29 0.00 0.00 402.08 1,284.62 18.73 1-9 3/8 W3 2,932.59 6,835.29 9,121.08 3,961.07 1,751.09 4,099.94 18.73 2-8 3/8 W4 5,252.10 12,768.40 9,121.08 3,961.07 4,629.36 1,526.94 28.39 3-7 3/8 W5 5,252.10 12,768.40 14,976.47 5,493.91 1,155.99 3,423.55 28.39 5-7 3/8 W6 5,602.72 16,432.44 14,976.47 5,493.91 2,534.01 998.68 28.39 7-7 3/8 W7 5,602.72 16,432.44 17,136.31 5,578.53 713.28 1,868.42 28.39 9-7 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 662.65 1,481.801 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:54:51 PM NEW MILLENNIUM Location: Joist Description: Mark: ai.ui_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J15 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 F • Y 50,000.00 Fb. 30,000.00 Mom of Inertia. ! LL 360• 74.72 1232.58 LL 240: 348.88 Max Bnd9 TC: 14-21/8 Max BridgBC: 11-2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 22.00 24.00 22.00 19.38 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 Mn Wel 0/5000d Len 2X• Axial Load 7,132.42 6,835.29 16,432.44 6,121.18 6,471.49 Max Load Fillers TC: fa 10,006.20 9,589.35 23,053.36 8,587.52 9,078.97 17,689.38 Maximum K L/r 69.27 78.66 51.48 78.66 69.27 Max Load no Fillers TC: Fcr 35,038.84 31,679.89 40,951.73 31,679.89 35,038.84 12,564.67 Fa 21,023.30 19,007.94 24,571.04 19,007.94 21,023.30 TC Ryy 248.700606 F'e 165,713.86 128,527.75 107,999.01 128,527.75 165,713.86 Cm 0.9698 0.9627 0.8570 0.9666 0.9726 BC Stress: 0.96 Panel Point Moment 920.43 1032.90 0.00 1013.95 993.76 BC URz: Mid Panel Moment 488.84 435.00 0.00 407.81 641.98 187.8669 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 Mid Panel Stress 0.5205 0.5449 0.9382 0.4893 0.4899 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 8,506.44 9,716.30 3,336.16 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 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 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 713.28 4,826.79 1,868.42 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 402.08 4,826.79 1,284.62 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 662.65 4,826.79 1,481.80 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 " Symmetrical Joist NEW MILLENNIUM RI.III_f11Nr. SYSTEMS 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 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 12:54:51 PM Mark: J15 TCX Left F 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 1/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 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 U120 0.03 Reqd LL Def U120 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 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 12:54:51 PM Mark: J15 STRESS ANALYSIS - PAGE 1 I Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:43:37 AM NEW MILLENNIUM Location: Joist Description: Mark: 91J11_OWG SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J16 Geometry Base Length. 18-1 1/2 Working Length. 17-91/2 Joist Depth 14.00 Effective Depth- 13.21 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-4 3/4 2-4 3/4 11_1_111,lll:i CI 111 hill 1,1.111 1,111_11,1j] Lill I LI]l:l=ltuT li Iil l IJJ_I CIM CIJ I I IICI:I 1 I lLIICC(Cla I,Il7 C1 I:fl TC Panel 1-6 3/4 1-6 3/4 ''\ • First Half 0-10 0-10 „ First Diag. 3-2 3/4 3-2 3/4 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-1 1/2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,083.50 Reaction RE: 3,090.54 Minimum Shear. 772.64 Max TC Comp.: 12,237.95 Max BC Tension 12,237.95 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1-63/4 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 9,269.65 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 W8 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 1,496.81 12,237.95 12,237.95 1,496.81 344.50 969.15 16.57 8-2 3/4 * Symmetrical Joist G7 NEW MILLENNIUM FI I.III_IIINr SYSTEMS Chord Properties Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Date Run: 8/1/2014 10:43:37 AM Mark: J16 1 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 L BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Top Chord Check Fb: 30,000.00 Mom of Inertia: 45.39 End Panel LE First Panel LE LL 360: 301.09 LL 240: 451.64 Max Bridg TC: Max Bridg BC: 10-0 3/8 14-9 5/8 Interior Panel First Panel RE End Panel RE Length 16.75 20.00 20.00 20.00 16.75 Bending Load 292.00 0.00 0.00 0.00 292.00 Axial Load 5,355.17 5,016.60 12,237.95 5,016.60 5,355.17 fa 10,310.30 9,658.45 23,561.71 9,658.45 10,310.30 Maximum K L/r 65.07 77.70 46.53 77.70 65.07 Fcr 35, 318.61 31,173.78 40,759.98 31,173.78 35, 318.61 Fa 21,191.17 18, 704.27 24,455.99 18, 704.27 21,191.17 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 0.9726 Panel Point Moment 831.90 831.90 0.00 831.90 831.90 Mid Panel Moment 481.26 397.96 0.00 397.96 481.26 Panel Point fb 8475.83 8475.81 0.00 8475.81 8475.83 Mid Panel fb 1989.69 1645.32 0.00 1645.32 1989.69 Fillers 0 0 5 0 0 Panel Point Stress 18, 786.12 18,134.26 23, 561.71 18,134.26 18,786.12 Mid Panel Stress 0.5532 Web Design 0.5729 0.9634 0.5729 0.5532 Gap Between Chords: 0.5000 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 12,829.47 Max Load no Fillers TC: 9,812.15 TC OAL/Ryy: 274.8706 BC Stress: 0.79 LBC L/Rz: 77.7001 TC Shear Stress: 14,193.98 BC Shear Stress: 14,193.98 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material l 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 2,290.68 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W6 1,680.23 5,947.89 175.61 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W7 175.61 5,947.89 1,618.40 2,342.46 2.00 x 0.170 1 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 344.50 5,947.89 969.15 2,342.46 2.00 x 0.170 1 R050 = round 1/2 " Symmetrical Joist G7 NEW MILLENNIUM Fl1.111_CIINr SVSTF_M5i TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Date Run: 8/1/2014 10:43:37 AM Mark: J16 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 BPL Length 0-4 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 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 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 STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:48:30 AM NEW MILLENNIUM Location: Joist Description: Mark: ell.iu..nwr. SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J16A Geometry - - - ----- Base Length: 18-1 1/2 Working Length: 17-91/2 Joist Depth: 14.00 Effective Depth: 12.88 BC Panel Length: 8 © 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-4 3/4 2-4 3/4 n -1i rrrpri_i i nali.rri i i-nlia ri.i.rrrli 1,1 rn;rrii i,i.i,tr_i:i►i,i..i_i.i_i i_1p i 111.1_1:10.1 1ri rrii i.i.-1-1"1 1-1111.ii r11 TC Panel 1-6 3/4 1-6 3/4 ` . / . ,•� First Half 0-10 0-10 First Diag. 3-2 3/4 3-2 3/4 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 1 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 Conc anywhere (lbs) CL (1) 2,200.00 0.00 TC + 9-0 3/4 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-0 3/4 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 18-1 1/2 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 9-0 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-1 1/2 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC- 9-0 3/4 0-0 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 5,572.33 Reaction RE: Shear. 5,620.92 1Minimum 1,405.23 Max TC Comp.: 22,081.43 Max BC Tension 22,081.44 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,038.75 7,833.00 0.00 0.00 12,558.41 2,273.18 29.69 0-2 V1S 1,038.75 7,536.28 0.00 0.00 4,448.27 4,943.63 16.30 1-63/4 W3 1,038.75 7,536.28 10,167.80 1,427.07 1,034.33, 5,674.49 16.30 2-4 3/4 W4 1,815.39 12,476.35 10,167.80 1,427.07 5,147.98 1,034.33 16.30 3-2 3/4 W5 1,815.39 12,476.35 14,784.91 2,203.71 927.33 4,778.83 16.30 4-0 3/4 W6 2,592.03 16,770.52 14,784.91 2,203.71 4,252.31 927.33 16.30 4-10 3/4 W7 2,592.03 16,770.52 18,756.13 2,980.35 1,200.65 3,821.64 16.30 5-8 3/4 W8 3,368.67 20,418.78 18,756.13 2,980.35 3,295.13 1,458.11 16.30 6-6 3/4 W9 3,368.67 20,418.78 22,081.44 3,756.99 1,854.01 2,925.98 16.30 7-4 3/4 W10 3,756.99 22,081.43 22,081.44 3,756.99 2,573.34 2,111.46 16.30 8-2 3/4 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 ( Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/2014 10:48:30 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.iii_nin'r.. SVSTSMS TUKWILA, WA Short Span Round 14K2801170 J16A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A388 = 2.2190 x 0.199 BC 0.3882 0.4962 0.2945 0.8992 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 87.44 LL 360: 580.04 LL 240: 870.06 Max Bridg TC: 15-01/4 • Max Bridg BC: 13-2 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.75 20.00 20.00 20.00 16.75 0.5625 Bending Load 292.00 0.00 0.00 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 26,563.01 183..6607 6607 TC : F'e 483,588.53 339,192.03 339,192.03 339,192.03 483,588.53 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 BC L/Rz: 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 Panel Point Stress 21,010.20 19,657.46 26,956.50 19,657.46 21,010.20 Mid Panel Stress 0.2900 0.2633 • 0.6869 0.2633 0.2900 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,252.31 7,529.55 927.33 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W7 1,200.65 7,529.55 3,821.64 4,069.37 2.00 x 0.177 1 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 2,573.34 7,529.55 2,111.46 4,069.37 2.00 x 0.177 1 R056 = round 9/16 * Symmetrical Joist NEW MILLENNIUM Fl1.111_f'.11N(: SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Date Run: 8/1/2014 10:48:30 AM Mark: J16A 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 BPL Length 0-4 Clear Bearing 0-4 7/8 Clear Bearing 0-4 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 0.00 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 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 STRESS ANALYSIS - PAGE 1 G, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:10:26 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.iu_nwr. SVSTRMS TUKWILA, WA Short Span Round 14K2801170 J17 Geometry Base Length: 18-1 1/2 Working Length: 17-91/2 _ Joist Depth: Effective Depth: 14.00 113.21 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords r Variable Left End Right End BC Panel 2-4 3/4 2-4 3/4 TC Panel 1-6 3/4 1-6 3/4 \ /'' First Half 0-10 0-10 First Diag. 3-2 3/4 3-2 3/4 Depth 14.00 14.00 Loads _ Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 + 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 Conc Load (lbs) WL (2) 350.00 0.00 TC - 13-2 13-2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,976.75 Reaction RE: 2,983.79 Minimum Shear: 745.95 Max TC Comp.: 11,810.29 Max BC Tension 11,810.29 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,414.68 5,155.90 0.00 0.00 6,298.83 1,577.68 29.83 0-2 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 W4 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 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 3,053.85 11, 810.29 11, 810.29 3,056.95 900.40 935.68 16.57 8-2 3/4 * Symmetrical Joist 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:10:26 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.m_nwc SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J17 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 , 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 45.39 LL 360: 301.09 LL 240: 451.64 Max BridgTC: 10-0 318 Max BridgBC: 10-41/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.75 20.00 20.00 20.00 16.75 0.5000 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 9,926.65 12,829.47 Maximum K L/r 65.07 77.70 46.53 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 TCO 274..8706 8706 : 27 F'e 188,452.09 132,181.47 132,181.47 132,181.47 188,452.09 Cm 0.9737 0.9648 0.8847 0.9648 0.9737 BC Stress: 0.76 Panel Point Moment 797.71 797.71 0.00 797.71 797.71 BC L/Rz: 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 18,054.16 Mid Panel Stress 0.5322 0.5513 0.9298 0.5513 0.5322 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,630.06 5,947.89 241.81 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W7 241.81 5,947.89 1,568.23 2,342.46 2.00 x 0.170 1 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 W9 228.20 5,947.89 935.68 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W10 900.40 5,947.89 935.68 2,342.46 2.00 x 0.170 1 R050 = round 1/2 Symmetrical Joist NEW MILLENNIUM 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 Date Run: 8/4/2014 1:10:26 PM Mark: J17 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 BPL Length 0-4 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 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: p11u_nwr. SV57FMS TUKWILA, WA Short Span Crimp 30K280/170 J18 Geometry _ Base Length: 43-11 1/2 Working Length' 43-71/2 Joist Depth. 30.00 Effective Depth. 28.89 BC Panel Length.- 9 4-0 @Chords Shape Parallel Variable LeftEnd Right End - - BC Panel 3-11 3/4 4-11 3/4 TC Panel 2-8 3/4 3-2 3/4 = i - - -- - -- �% `. --�-. First Half 1-6 1-6 -\//^�, 1 �,�:�11./v First Diag. 5-5 3/4 6-5 3/4 Depth 30.00 30.00 Loads Load Type Category 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 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-11 1/2 j Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,601.75 Reaction RE: 6,604.63 Minimum Shear. 1,651.16 Max TC Comp.: 29,641.51 Max BC Tension 29,861.62 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,365.34 9,498.10 0.00 0.00 11,691.24 1,614.85 54.11 0-2 V 1 S 1,307.42 9,112.00 0.00 0.00 234.15 1,539.02 32.56 2-8 3/4 W3 1,307.42 9,112.00 14,350.02 2,054.19 884.51 6,407.93 34.04 3-11 3/4 W4 2,560.03 17,929.94 14,350.02 2,054.19 6,205.91 846.28 37.56 5-5 3/4 W5 2,560.03 17,929.94 21,044.72 2,996.10 737.08 5,418.17 37.56 7-5 3/4 W6 3,362.40 23,694.35 21,044.72 2,996.10 4,690.19 627.88 37.56 9-5 3/4 W7 3,362.40 23,694.35 25,878.86 3,658.93 518.69 3,906.17 37.56 11-5 3/4 W8 3,885.68 27,598.21 25,878.86 3,658.93 3,178.19 409.49 37.56 13-5 3/4 W9 3,885.68 27,598.21 28,852.43 4,042.67 300.29 2,390.44 37.56 15-5 3/4 W10 4,129.88 29,641.51 28,852.43 4,042.67 2,146.45 297.73 37.56 17-5 3/4 W11 4,129.88 29,641.51 29,861.62 4,147.32 297.73 2,146.45 37.56 19-5 3/4 ' Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. r Length V2 Interior 280.00 1,197.661 28.89 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J18 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K: 1.00 F : 50,000.00 Fb: 30,000.00 Mom of Inertia: 473.22 LL 360: 212.94 LL 240: Max Brid TC: 319.41 117-61/8 Max Brid BC: 19-10 3/8 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Pan& RE Gap Between 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 Min weld Len 2x. 0.5000 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 33,486.75 Maximum K Ur 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 Fa 17,380.89 15,999.73 26,699.31 12,468.43 13,757.51 TC 406.5457 .5URyy: 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 0 BC Shear Stress: 15,268.07 Panel Point Stress 15,422.06 15,111.14 23,869.79 20,122.37 20,639.60 Mid Panel Stress 0.5065 0.5047 0.8940 0.7951 0.7965 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 518.69 10,795.89 3,906.17 4,800.58 2.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,178.19 4,826.79 409.49 1,008.83 2.78 x 0.077 1 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 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 280.00 4,826.79 1,197.66 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM R1.111_flINf.. SYSTEMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA 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 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 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 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 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 9:30:28 AM Mark: J18 STRESS ANALYSIS - PAGE 1 „ Job NumberJob 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: F11.1u.nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J18A Geometry Base Length: 43-11 1/2 Working Length: 43-71/2 Joist Depth: 30.00 Effective Depth: 28.81 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-11 3/4 4-11 3/4 f 1 !1_LCIa=llL7l LLL! L 111111_1_1 1 l TC Panel 2-8 3/4 3-2 3/4 urinal Lt i will r I JitJ1[C[C l LCl u1 - \,,,i First Half 1-6 1-6 I First Diag. 5-5 3/4 6-5 3/4 Depth 30.00 30.00 Loads Load Type Category 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 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 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 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 Conc Load (lbs) SM (2) 1,000.00 0.00 TC - 14-6 29-0 Conc Load (lbs) SM (2) 1,000.00 0.00 TC- 29-0 43-11 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 7,697.42 Reaction RE: 7,684.66 Minimum Shear: 1,924.36 Max TC Comp.: 35,633.57 Max BC Tension 35,996.28 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,398.85 10,722.61 0.00 0.00 13,817.16 3,751.45 54.06 0-2 V1S 2,398.85 10,360.94 0.00 0.00 1,289.86 2,321.38 32.48 2-83/4 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 10,303.25 35,633.57 35,996.28 10,502.78 1,340.13 2,504.67 37.50 19-5 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,232.00 1,901.95 28.81 STRESS ANALYSIS - PAGE 2 - - 0 Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM NEW MILLENNIUM Location: Joist Description: Mark: Fll.11l_nlNr: ."i.VSTFMS Chord Properties TUKWILA, WA Short Span Crimp 30K2801170 J18A Chord _ _ Area Rx Rz Ryy Y _ Ix Q _ _ - _ _ _ Material TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 55145 LL 360: 248.14 LL 240: 372.21 Max Bridg TC: Bridg BC: 18-31/4 1Max 14-3 7/8 J Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 30.75 33.00 24.00 39.00 36.75 1.1250 Bending Load 304.00 304.00 0.00 304.00 304.00 Min weld Len 2X 0.5000 Axial 10,722.61 Load 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 Ur 80.27 86.14 37.23 101.80 95.93 Max Load no Fillers TC: Fcr 31,216.68 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 15,307.76 Tc 389..75267526 F'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 0.9468 BC Stress: 0.97 Panel Point Moment 2780.38 2780.38 0.00 3969.31 3969.31 BC L/Rz: 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 9793.33 TC Shear Stress: Mid Panel fb 1803.00 1237.70 0.00 1761.56 2575.93 13,304.83 Fillers 0 0 6 0 0 BC Shear Stress: 15,439.85 Panel Point Stress 14,377.19 14,123.64 24,981.47 18,746.49 19,168.30 Mid Panel Stress 0.4589 0.4564 0.9215 0.6975 0.7003 Web Design __ Member Web Tension __ _ Allow Tension _ Web Comp Allow Comp Weld Qty 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 2,212.76 14,453.10 5,341.80 6,408.69 2.40 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W8 4,661.08 7,865.88 2,212.76 3,066.76 3.08 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W9 1,217.89 9,029.40 3,174.37 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 2,504.67 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 1,232.00 5,787.30 1,901.95 2,276.58 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 " Symmetrical Joist NEW MILLENNIUM RI.III.IIINf: _'�.Y STFMG TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 9:29:23 AM Mark: J18A 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 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: F1.111_CIINf. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J19 Geometry Base Length: 43-11 1/2 __ _ _ _ _ Working Length: 43-71/2 __ Joist Depth: 30.00 Effective Depth: 28.89 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-11 3/4 4-11 3/4 TC Panel 2-8 3/4 3-2 3/4 , i ; \� ��' First Half 1-6 1-6 \� • . First Diag. 5-5 3/4 6-5 3/4 Depth 30.00 30.00 Loads Load Type Category 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 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-11 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,601.75 Reaction RE: 6,604.63 Minimum Shear. 1,651.16 Max TC Comp.: 29,641.51 Max BC Tension 29,861.62 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,365.34 9,498.10 0.00 0.00 11,691.24 1,614.85 54.11 0-2 V 1 S 1,307.42 9,112.00 0.00 0.00 234.15 1,539.02 32.56 2-8 3/4 W3 1,307.42 9,112.00 14,350.02 2,054.19 884.51 6,407.93 34.04 3-11 3/4 W4 2,560.03 17,929.94 14,350.02 2,054.19 6,205.91 846.28 37.56 5-5 3/4 W5 2,560.03 17,929.94 21,044.72 2,996.10 737.08 5,418.17 37.56 7-5 3/4 W6 3,362.40 23,694.35 21,044.72 2,996.10 4,690.19 627.88 37.56 9-5 3/4 W7 3,362.40 23,694.35 25,878.86 3,658.93 518.69 3,906.17 37.56 11-5 3/4 W8 3,885.68 27,598.21 25,878.86 3,658.93 3,178.19 409.49 37.56 13-5 3/4 W9 3,885.68 27,598.21 28,852.43 4,042.67 300.29 2,390.44 37.56 15-5 3/4 W10 4,129.88 29,641.51 28,852.43 4,042.67 2,146.45 297.73 37.56 17-5 3/4 W11 4,129.88 29,641.51 29,861.62 4,147.32 297.73 2,146.45 37.56 19-5 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,197.661 28.89 STRESS ANALYSIS - PAGE 2 ,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: ntiii,niNr.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J19 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 473.22 LL 360: 212.94 LL 240: 319.41 Max Bridg TC: 17-61/8 Max Bridg BC: 19-10 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Min Weld Len 2X.0.5000 Axial Load 9,498.10 9,112.00 29,641.51 11,207.21 11,849.50 fa 7,648.66 7,337.73 23,869.79 9,024.97 9,542.20 Max Load Fillers TC: 33,486.75 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 Fa 17,380.89 15,999.73 26,699.31 12,468.43 13,757.51 406..5457 5457 Tc : 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 0 BC Shear Stress: 15,268.07 Panel Point Stress 15,422.06 15,111.14 23,869.79 20,122.37 20,639.60 Mid Panel Stress 0.5065 0.5047 0.8940 0.7951 0.7965 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 518.69 10,795.89 3,906.17 4,800.58 2.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,178.19 4,826.79 409.49 1,008.83 2.78 x 0.077 1 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 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 280.00 4,826.79 1,197.66 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW IV11LLENNIUN% flI.IILflINr. SVSTF.MS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM Joist Description: Short Span Crimp 30K2801170 TCX Left F 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 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 0.0000 Section Modulus 0.0000 Reqd SM 0.0000 1 Regd SM 0.0000 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: 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: J19 STRESS ANALYSIS - PAGE 1 ' Job Number:Job 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:21:36 AM NEW M1LLENNIUM Location: Joist Description: Mark: RI.111_tllNf. S V STEMS TUKWILA, WA Short Span Crimp 30K280/170 J19A Geometry Base Length: 43-11 1/2 Working Length: 43-71/2 Joist Depth: 30.00 Effective Depth: 28.89 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords• Variable Left End Right End BC Panel 4-2 3/4 4-8 3/4 TC Panel 2-10 3/4 3 1 3/4 - - - --- -- ------ -- - First Half 1-6 1-6 1. _ i___ \. First Diag. 5-8 3/4 6-2 3/4 Depth 30.00 30.00 Loads r Load Type Category 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 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-11 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 43-11 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,601.75 Reaction RE: 6,604.63 Minimum Shear: 1,651.16 Max TC Comp.: 29,568.31 Max BC Tension 29,898.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 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 W11 4,122.79 29,568.31 29,898.48 4,148.96 297.73 2,146.45 37.56 19-8 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 280.00 1,197.43 28.89 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:21:36 AM NEW NI I L L E N N I U M Location: Joist Description: Mark: R1.u1_nwr., SYSTEMS Chord Properties TUKWILA, WA Short Span Crimp 30K2801170 J19A Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 L BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 _ Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 473.22 _ LL 360: 212.94 LL 240: 319.41 Max Bridg TC: 17-61/8 Max Bridg BC: 19-10 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 32.75 34.00 24.00 37.00 35.75 1.1250 Bending Load 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 23,810.85 8,614.87 9,064.30 33,486.75 Maximum K L/r 92.02 95.53 39.93 103.96 100.45 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 TC OAU Ryy. 406.5406.5457 F'e 96,420.34 89,460.93 179,543.11 75,541.88 80,916.88 ------ -- Cm 0.9579 0.9566 0.9111 0.9430 0.9440 BC Stress: 0.96 Panel Point Moment 2834.63 2834.63 0.00 3384.84 3384.84 BC L/Rz: Mid Panel Moment 1835.84 1134.44 0.00 1361.16 2185.22 144.1009 _ 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 19,338.78 -- -_ ___ Mid Panel Stress 0.5805 0.5532 0.8918 0.6932 0.7284 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 505.04 10,795.89 3,811.44 4,800.58 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,083.46 4,826.79 395.84 1,008.83 2.70 x 0.077 1 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 2,146.45 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 221.83 5,787.30 1,599.14 1,721.14 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 280.00 4,826.79 1,197.43 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RI_III_OINr. SVSTF_INS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 Date Run: 8/4/2014 9:21:36 AM Mark: J19A 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 BPL Length 0-4 Clear Bearing 0-4 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 0.00 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 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 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:10:49 PM NEW M 1 L L E N N 1 U IV Location: Joist Description: Mark: R1.111"mini. sVSTPms TUKWILA, WA Short Span Crimp 16KA280/170 J2 Geometry Base Length: 23-6 3/4 Working Length: 23-2 3/4 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-10 3/8 1-10 3/8 - ^ --- -,r---- ---_-- First Half 1-1 1-1 � • , ,1i ,---- First Diag. 3-9 3/8 3-9 3/8 Depth 16.00 16.00 Loads _ Load Type Category Load1 Load2 Position Direction Loc/Begin __ _ _ Sp/End 1 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 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 (lbs) WL (2) 750.00 0.00 TC -_ 4-5 4-5 -I_ Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE. RE: Minimum Shear. 3,742.38 [R_eaction 3,746.71 1936.68 Max TC Comp.: 16,411.13 - Max BC Tension 17,250.31 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,134.07 6,545.73 0.00 0.00 7,858.74 2,385.03 33.95 0-2 V1S 2,084.00 6,262.55 0.00 0.00 377.99 1,277.80 18.16 1-10 3/8 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 3,655.24 16,411.13 17,250.31 3,504.48 1,114.51 1,754.12 28.39 9-9 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 322.28 1,220.79 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:10:49 PM NEW M t L L E N N 1 U M Location: Joist Description: Mark: ei.ni_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J2 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 1Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 222.71 LL 240: 334.07 Max Bridg TC: 14-1 7/8 Max Bridg BC: 13-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 20.38 23.00 24.00 23.00 20.38 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 MWel 015000d Len 2x: Axial Load 6,545.73 6,262.55 16,411.13 6,207.77 6,541.63 Max Load Fillers TC: fa 9,183.12 8,785.84 23,023.46 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 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 BC Stress: 0.96 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 12,501.37 Fillers 0 0 4 0 0 BC Shear Stress: 15,095.49 Panel Point Stress 16,265.72 16,111.23 23,023.46 16,295.80 16,764.17 Mid Panel Stress 0.5032 0.5275 0.9370 0.5208 0.5175 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 1,114.51 4,826.79 1,754.12 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 377.99 4,826.79 1,277.80 3,089.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 322.28 4,826.79 1,220.79 3,309.18 2.00 x 0.077 ' 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM A1.111_IIIN♦: SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 1:10:49 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Mark: J2 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 TCX Left 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 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:14 AM NEW MILLENNIUM Location: Joist Description: Mark: 141.u1.rnNr, SVSTeMS TUKWILA, WA Short Span Round 14K2801170 J21 Geometry fBase Length: 18-01/2 Working Length: 17-81/2 Joist Depth: Depth: 14.00 1Effective 12.88 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-4 1/4 2-4 1/4 1.1111,111.1.111...1"1111J 1:11.1-1'111,1,1.1.1111,1011.1,1 1;1111 I I I;I I I III I ILLI.1 11111_[111 11111=1:1 I 11111111 1_I I II TC Panel 1-6 1/4 1-6 1/4 11 [111,1 J �. First Half 0-10 0-10• . First Diag. 3-2 1/4 3-2 1/4 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position 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 (plf) 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 pp (lbs) SM (2) 1,000.00 0.00 TC- 9-0 1/4 0-0 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 5,561.93 Reaction RE: 5,610.53 Minimum Shear. 1,402.63 Max TC Comp.: 21,928.47 Max BC Tension 21,928.47 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 16.301-61/4 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 W5 1,795.98 12,323.39 14,631.95 2,184.30 927.33 4,778.83 16.30 4-01/4 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 6-6 1/4 W9 3,349.26 20,265.81 21,928.47 3,737.57 1,854.01 2,925.98 16.30 7-4 1/4 W10 3,737.57 21,928.47 21,928.47 3,737.57 2,573.34 2,111.46 16.30 8-21/4 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:14 AM NEW MILLENNIUM Location: Joist Description: Mark: ciu.iu_nwr.. SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J21 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 L BC 0.3882 0.4962 0.2945 0.8992 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 _ Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 87.44 LL 360: 588.27 LL 240: 882.40 Max Bridg TC: 15-01/4 Max Bridg BC: 13-3 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.25 20.00 20.00 20.00 16.25 0.5625 BendingLoad 292.00 0.00 0.00 0.00 292.00 Min Weld Len 2X: 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 13,562.88 4,566.62 4,747.64 38,645.53 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 25,222.09 25,222.09 26,753.77 TC 182.8005 F'e 513,805.66 339,192.03 339,192.03 339,192.03 513,805.66 .8URyy: Cm 0.9954 0.9933 0.9732 0.9933 0.9954 BC Stress: 0.94 Panel Point Moment 7687.20 7330.66 6518.52 7330.66 7687.20 BCURz: 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 8,711.24 Fillers 0 0 0 0 0 BC Shear Stress: 18,341.37 Panel Point Stress 20,430.97 19,522.55 26,861.89 19,522.55 20,430.97 Mid Panel Stress 0.2808 0.2616 0.6831 0.2616 0.2808 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,252.32 7,529.55 927.33 4,069.37 2.00 x 0.177 1 R056 = round 9/16 W7 1,200.66 7,529.55 3,821.64 4,069.37 2.00 x 0.177 1 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 2,573.34 7,529.55 2,111.46 4,069.37 2.00 x 0.177 1 R056 = round 9/16 * Symmetrical Joist NEW MILLENNIUM nl.111_I]INr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Date Run: 811/2014 10:45:14 AM Mark: J21 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 BPL Length 0-4 Clear Bearing 0-4 7/8 Clear Bearing 0-4 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 0.00 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 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 G Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: _ -- INTERURBAN OFFICES - SHOPORDERS Date Run: - -- - 8/4/20141:11:13 PM NEW MILLENNIUM Location: Joist Description: Mark: nuihntnvr. SVSTFMs TUKWILA, WA Short Span Round 14K280/170 J21A J Geometry Base Length:- 18-01/2 Working Length: 17-81/2 Joist Depth: 14.00 Effective Depth: 13.09 BC Panel Length: 8 © 1-8 - - Shape: Parallel Chords J Variable Left End Right End BC Panel 2-4 1/4 2-4 1/4 I U 1-I-II1-1 11-11:1:111_1-11:11.1.111 I I I:111.1[LI.,LUJ Il(1=1_I IJ_I.L Ii1 I: 11111111:111.1 I I III:I:LIJ CC[D;I:I:I]:L:IIJL 11.1:1 CI TC Panel 1-6 1/4 1-6 1/4 -'--,,1 First Half 0-10 0-10 First Diag. 3-2 1/4 3-2 1/4 Depth 14.00 14.00 Loads Load Type Category 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) 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 (plf) WL (2) 42.00 42.00 TC - 0-0 18-0 1/2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 5,209.36 Reaction RE: 5,247.39 Minimum Shear: 1,311.85 Max TC Comp.: 20,322.56 Max BC Tension 20,322.56 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 688.59 7,494.03 0.00 0.00 11,313.93 769.48 29.33 0-2 V 1 S 640.13 7,157.16 0.00 0.00 3,165.62 4,004.46 16.47 1-6 1/4 W3 640.13 7,157.16 9,675.16 854.00 352.33 5,224.96 16.47 2-41/4 W4 1,014.39 11,821.44 9,675.16 854.00 4,612.58 264.25 16.47 3-21/4 W5 1,014.39 11,821.44 13,967.73 1,174.79 264.25 4,325.46 16.47 4-0 1/4 W6 1,281.73 15,742.29 13,967.73 1,174.79 3,713.08 397.47 16.47 4-101/4 W7 1,281.73 15,742.29 17,516.86 1,388.66 732.43 3,378.11 16.47 5-8 1/4 W8 1,442.12 18,919.71 17,516.86 1,388.66 2,765.73 988.29 16.47 6-6 1/4 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 1,495.59 20,322.56 20,322.56 1,495.59 1,866.23 1,650.74 16.47 8-21/4 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:13 PM NEW NI 1 L L E N N 1 U N1 Location: Joist Description: Mark: Ft'.ii�_rniNr. sysreti,s TUKWILA, WA Short Span Round 14K2801170 J21A Chord Properties Chord Area Rx Rz Ryy X Ix Q Material TC 0.3882 0.4962 0.2945 0.8733 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC 0.3564 0.4662 0.2797 0.8320 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K. 1.00 Fy. 50,000.00 Fb: 30,000.00 Mom of Inertia: 63.87 LL 360: 429.72 LL 240: 644.58 Max Bndg TC: 11-31/2 Max Bndg BC: 16-75/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 16.25 20.00 20.00 20.00 16.25 0.5000 Bending Load 292.00 0.00 0.00 0.00 292.00 Min weld Len 2X 0.5000 Axial Load 7,494.03 7,157.16 20,322.56 7,157.16 7,494.03 Max Load Fillers TC: fa 9,652.28 9,218.39 26,175.37 9,218.39 9,652.28 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 BC Stress: 0.95 Panel Point Moment 807.28 812.14 0.00 812.14 807.28 BC URz: 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 TCShearStress: Mid Panel fb 1090.27 997.38 0.00 997.38 1090.27 16,978.01 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 Mid Panel Stress 0.4375 0.4636 0.9923 0.4636 0.4375 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,313.93 12,047.89 769.48 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 3,713.08 9,296.04 397.47 5,286.73 2.00 x 0.185 1 R062 = round 5/8 W7 732.43 9,296.04 3,378.11 5,286.73 2.00 x 0.185 1 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 1,866.23 5,947.89 1,650.74 2,463.90 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist STRESS ANALYSIS - PAGE 3 Job Number Job Name: 5814-0005 I INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: Joist Description: TUKWILA, WA Short Span Round 14K2801170 FlI.IILf11 Jr. sysTEnns TCX Design 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 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 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 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: 8/412014 1:11:13 PM Mark: J21A STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 811/201410:45:20 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_f'IINf. SVSTFMS TUKWILA, WA Short Span Round 14K2801170 J22 Geometry Base Length: 19-4112 Working Length: 19-0 1/2 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 9 @ 1-8 Shape: Parallel Chords r Variable I Left End - Right End BC Panel 2-2 1/4 2-2 1/4 I I II;I:I CI_LL III:I;I:L I I I_CI_IJ rut I'JulL111.1.1 1.11 1.1.111.1.1 lfla:(:I_Il.l.f Ia_I:I:II1:1-la.l I:1.111:1 TC Panel 1-4 1/4 1-4 1/4 LL1;1-1..111:J:Cl LI I:I First Half 0-10 0-10 , , First Diag. 3-0 1/4 3-0 1/4 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position 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 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 (plf) WL (2) 42.00 42.00 TC- 0-0 19-4 1/2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,266.93 Reaction RE: 3,273.50 • Minimum Shear. 818.38 Max TC Comp.: 13,821.64 Max BC Tension 14,195.38 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 688.82 5,248.24 0.00 0.00 6,484.51 784.25 27.61 0-2 V 1 S 643.41 4,932.54 0.00 0.00 408.86 1,209.31 16.56 1-4 1/4 W3 643.41 4,932.54 6,781.07 882.06 395.19 3,275.75 16.56 2-2 1/4 W4 1,067.67 8,260.90 6,781.07 882.06 2,665.19 307.37 16.56 3-01/4 W5 1,067.67 8,260.90 9,740.74 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 4-8 1/4 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 11,963.01 1,518.43 1,336.78 131.73 16.56 6-4 1/4 W9 1,597.98 12,705.45 13,447.89 1,677.53 131.73 1,287.26 16.56 7-2 1/4 W10 1,704.04 13, 821.64 13, 447.89 1,677.53 1,026.71 128.32 16.56 8-0 1/4 W11 1,704.04 13,821.64 14,195.38 1,730.56 186.09 1,026.71 16.56 8-10 1/4 * Symmetrical Joist ' Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:20 AM NEW MILLENNIUM Location: Joist Description: Mark: 81.111_niNn SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J22 Chord Properties Chord _ Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis [11(:00 _ Fy: 50,000.00 __ _ _ Fb: 30,000.00 _ Mom of Inertia: 48.47 LL 360: 262.25 LL 240: 393.38 Max Bridg TC: 10-0 _ Max Bridg BC: 13-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 14.25 20.00 20.00 20.00 14.25 0.5000 BendingLoad 292.00 0.00 0.00 0.00 292.00 ° 5 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 46.79 78.28 55.77 Max Load no Fillers TC: Fcr 39,711.75 31,877.57 42,466.91 31,877.57 39,711.75 11,517.28 Fa 23,827.05 19,126.54 25,480.14 19,126.54 23,827.05 Tco6URyy: 292.6228 F'e 257,476.17 130,709.38 130,709.40 130,709.38 257,476.17 -- Cm 0.9829 0.9684 0.8812 0.9684 0.9829 BC Stress: 0.91 Panel Point Moment 723.75 834.63 0.00 834.63 723.75 ecURz: 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 0 BC Shear Stress: 15,029.05 Panel Point Stress 15,254.18 15,713.00 23,182.89 15,713.00 15,254.18 Mid Panel Stress 0.4048 0.4847 0.9098 0.4847 0.4048 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 W4 2,665.19 7,529.55 307.37 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W5 307.37 7,529.55 2,615.67 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W6 2,005.11 5,947.89 219.55 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 219.55 5,947.89 1,947.34 2,341.68 2.00 x 0.170 1 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 186.09 5,947.89 1,026.71 2,341.68 2.00 x 0.170 1 R050 = round 1/2 ' Symmetrical Joist STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: Joist Description: TUKWILA, WA Short Span Round 141(280/170 gt.11l_flINr. SVSTFMS TCX Design Date Run: 8/1/2014 10:45:20 AM Mark: J22 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 0-5 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 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 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 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 C,' Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:13 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.u1_ninir. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J24 Geometry Base Length: 18-5 3/4 Working Length: 18-1 3/4 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 9 © 1-8 Shape: 1 Parallel Chords - - - - _ - Variable Left End Right End BC Panel 1-8 7/8 1-8 7/8 111111 i IA 1 t I'm i 1 n t1.1 m i [ IJT Iir RH 1 urn I I I I][L I (LII TI I:Ia 1111 111 C[ [ i 111111 Hil [ 11 TC Panel 0-10 7/8 0-10 7/8 • • •, - ,•\ ., / ,., First Half 0-10 0-10 • . . / / •' . / . First Diag. 2-6 7/8 2-6 7/8 Depth 14.00 14.00 Loads F Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-5 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-5 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-2 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 18-5 3/4 LGross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 18-5 3/4 - - Stress Analysis Summary Int. Panel TC: 20.00 _ Max Panel BC: 20.00 _ _ _ Reaction LE: 3,026.53 Reaction RE: 3,033.47 Minimum Shear. 758.37 Max TC Comp.: 13,273.37 Max BC Tension 12,539.12 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 1,991.95 5,703.21 0.00 0.00 5,112.52 637.83 23.03 0-2 V1S 2,065.78 5,502.79 0.00 0.00 461.25 1,101.42 16.56 0-107/8 W3 2,065.78 5,502.79 5,367.24 723.05 395.19 3,174.76 16.56 1-8 7/8 W4 1,247.58 8,367.96 5,367.24 723.05 2,589.29 307.37 16.56 2-6 7/8 W5 1,247.58 8,367.96 8,220.84 1,094.27 307.37 2,528.31 16.56 3-4 7/8 W6 1,226.85 10,631.26 8,220.84 1,094.27 1,942.84 219.55 16.56 4-2 7/8 W7 1,226.85 10,631.26 10,367.36 1,359.43 219.55 1,890.57 16.56 5-0 7/8 W8 1,438.98 12,266.40 10,367.36 1,359.43 1,305.10 131.73 16.56 5-10 7/8 W9 1,438.98 12,266.40 11,806.78 1,518.53 131.73 1,244.12 16.56 6-8 7/8 W10 1,545.04 13,273.37 11,806.78 1,518.53 951.43 146.37 16.56 7-6 7/8 W11 1,545.04 13,273.37 12,539.12 1,571.56 198.64 951.43 16.56 8-4 7/8 * Symmetrical'Joist STRESS ANALYSIS - PAGE 2 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:13 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nIMr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J24 Chord Properties Chord Area Rx Rz _ Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 48.47 LL 360: 303.04 LL 240: 454.56 Max Bridg TC: 10-0 3/4 Max Bridg BC: 14-51/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 8.88 20.00 20.00 20.00 8.88 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 0i5000n WeldLen 2X. 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 Ur 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 42,666.25 11,517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 25,599.75 TC OAL/R yy: 2778.8568.8561 F'e 3,068,910.25 130,709.38 130,709.40 130,709.38 3,068,910.25 Cm 0.9994 0.9647 0.8859 0.9647 0.99941 BC Stress: 0.80 Panel Point Moment 755.34 783.82 0.00 783.82 755.34 Bc URz: 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 Fillers 0 0 4 0 0 BC Shear Stress: 13,826.38 Panel Point Stress 4,324.91 16,216.55 22,263.28 16,216.55 4,324.91 Mid Panel Stress 0.0862 0.5304 0.8738 0.5304 0.0862 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,112.52 6,776.60 637.83 3,024.17 2.00 x 0.177 1 R056 = round 9/16 V1S 461.25 7,529.55 1,101.42 3,604.00 2.00 x 0.177 1 R056 = round 9/16 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 1,942.84 5,947.89 219.55 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 219.55 5,947.89 1,890.57 2,341.68 2.00 x 0.170 1 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 W11 198.64 5,947.89 951.43 2,341.68 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM Fl1.111_n ING SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Round 14K280/170 F 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 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 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.9492 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 Seat Type: Lapped (Reinforced) 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 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 8:56:13 AM Mark: J24 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:20 AM NEW MILLENNIUM Location: Joist Description: Mark: ni.ui_mwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J24A Geometry Base Length: 18-5 3/4 Working Length: 18-1 3/4 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 9 © 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 1-8 7/8 1-8 7/8 1-11011_ I t l o-r I I I L r l I L 11nu I IJ I I f':.L_I 111=1=1 TC Panel 0-10 7/8 0-10 7/8 .11 J L iui itit CI_I Lutt[ 1 t L.11=t=1`I1tut ;I I I IL L I=1 ` ,' •. First Half 0-10 0-10 First Diag. 2-6 7/8 2-6 7/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-5 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-5 3/4 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 + 9-2 7/8 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 18-5 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 18-5 3/4 Gross Uplift (pif) WL (2) 42.00 42.00 TC - 0-0 18-5 3/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,135.40 Reaction RE: 3,142.35 Minimum Shear. 785.59 Max TC Comp.: 13,714.81 Max BC Tension 12,988.14 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,991.95 5,852.55 0.00 0.00 5,294.76 637.83 23.03 0-2 V1S 2,065.78 5,614.88 0.00 0.00 443.14 1,121.74 16.56 0-107/8 W3 2,065.78 5,614.88 5,573.83 723.05 395.19 3,287.67 16.56 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 1,247.58 8,627.57 8,533.49 1,094.27 307.37 2,616.13 16.56 3-4 7/8 W6 1,226.85 10,981.79 8,533.49 1,094.27 2,005.57 219.55 16.56 4-2 7/8 W7 1,226.85 10,981.79 10,755.77 1,359.43 219.55 1,953.30 16.56 5-0 7/8 W8 1,438.98 12,677.54 10,755.77 1,359.43 1,342.74 131.73 16.56 5-10 7/8 W9 1,438.98 12,677.54 12,240.65 1,518.53 131.73 1,281.75 16.56 6-8 7/8 W10 1,545.04 13,714.81 12,240.65 1,518.53 985.57 133.82 16.56 7-6 7/8 W11 1,545.04 13,714.81 12,988.14 1,571.56 186.09 985.57 16.56 8-4 7/8 " Symmetrical Joist 0 STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:20 AM NEW MILLENNIUM Location: Joist Description: Mark: ni.m_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J24A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.25970.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy 50,000.00 Fb.• 30,000.00 Mom of Inertia• 48.47 LL 360. 303.04 LL 240. 454.56 Max Bridg TC• 10-0 3/4 Max Bridg BC* 14-51/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 8.88 20.00 20.00 20.00 8.88 0.5000 Length Bending Load 292.00 0.00 0.00 0.00 292.00 Min Weld Len 2X: 0 5000 Axial Load 5,852.55 5,614.88 13,714.81 5,614.88 5,852.55 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 Ur 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 42,666.25 11,517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 25,599.75 TC 278..8561 8561 : O F'e 3,068,910.25 130,709.38 130,709.40 130,709.38 3,068,910.25 --- -_ Cm 0.9994 0.9640 0.8821 0.9640 0.9994 BC Stress: 0.83 Panel Point Moment 787.71 817.41 0.00 817.41 787.71 BCt/Rz: 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 TCShearStress Mid Panel fb 447.82 1532.57 0.00 1532.57 447.82 12,555.25 Fillers 0 0 4 0 0 BC Shear Stress: 14,319.22 Panel Point Stress 4,448.94 16,703.98 23,003.71 16,703.98 4,448.94 MidPanel Stress 0.0887 0.5423 0.9028 0.5423 0.0887 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,005.57 5,947.89 219.55 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 219.55 5,947.89 1,953.30 2,341.68 2.00 x 0.170 1 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 186.09 5,947.89 985.57 2,341.68 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM F11.111_r7INr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:56:20 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 Mark: J24A 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 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 I 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 U120 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 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 STRESS ANALYSIS - PAGE 1 „ Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201410:15:17 AM NEW M 1 L L E N N I U IV% Location: Joist Description: Mark: RI.III_fllNf SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J25 Geometry Base Length: 43-41/4 Working Length: 43-0 1/4 Joist Depth: 30.00 Effective Depth: 28.81 BC Panel Length: 9 @ 4-0 1Shape: Parallel Chords J Variable Left End Right End BC Panel 3-7 1/2 4-8 3/4 1:1:1 -1 -11 -1 -1 -I -1.11 -lit 111-1=1;1111.1 fp; f==I(1 ill[LIFIlI1 1111 Hi I l -1-1T1 TC Panel 2-7 1/2 3-1 3/4 ,•• vi LIm-Lori uu 11111 i1_I 11:11 f 111 -1=m1 First Half 1-6 1-6 \/ . - 1; ' ` First Diag. 5-1 1/2 6-2 3/4 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position T 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 Conc Load (lbs) SM (1) 1,000.00 0.00 TC + 0-0 14-6 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 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 (lbs) SM (2) 1,000.00 0.00 TC- 29-0 43-4 1/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 7,849.91 Reaction RE: 7,857.86 Minimum Shear. 1,964.47 Max TC Comp.: 38,092.47 Max BC Tension 36,179.59 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 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 3-71/2 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 35,479.91 34,763.41 9,697.36 1,213.95 3,271.17 37.5015-11/2 W10 10,116.74 38,092.47 34,763.41 9,697.36 2,561.17 1,213.95 37.50 17-11/2 W11 10,116.74 38,092.47 36,179.59 10,306.15 1,343.92 2,556.88 37.50 19-11/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,232.00 1,937.58 28.81 STRESS ANALYSIS - PAGE 2 , Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:15:17 AM NEW MILLENNIUM Location: Joist Description: Mark: FlLULnlnln SVSTFnns TUKWILA, WA Short Span Crimp 30K280/170 J25 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A366 = 2.0780 x 0.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 551.45 LL 360: 258.74 LL 240: 388.11 Max Bridg TC: 18-3 5/8 Max Bridg BC: 14-51/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Wel 0�5000dLen 2X: Axial Load 12,196.02 11,914.35 38,092.47 14,700.94 15,246.23 Max Load Fillers TC: fa 5,123.09 8,352.74 26,705.32 10,306.32 6,404.36 39,053.89 Maximum K L/r 77.00 78.31 37.23 96.58 93.32 Max Load no Fillers 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 TC : 384..3549 3549 F'e 269,206.25 132,140.45 206,469.45 86,871.01 183,306.17 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 BCL/Rz: Mid Panel Moment 1701.83 968.38 0.00 1552.77 2446.15 134.8693 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 0 BC Shear Stress: 15,678.23 Pan& Point Stress 6,658.35 13,887.54 26,705.32 18,828.50 8,768.29 Mid Panel Stress 0.2943 0.4682 0.9851 0.7356 0.4488 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 13,178.04 15,132.12 3,481.00 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 2,197.69 14,453.10 5,489.52 6,408.69 2.46 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W8 4,779.52 7,865.88 2,197.69 3,066.76 3.16 x 0.102 1 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 V2 1,232.00 5,787.30 1,937.58 2,276.58 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 * Symmetrical Joist NEW MILLENNIUM ri l.11t_f.71Nr SVSTRMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 301(280/170 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 2-11 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 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 1.4612 Section Modulus 1.4612 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.9486 Mom of Inertia 1.9486 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) i tl 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 Date Run: 8/412014 10:15:17 AM Mark: J25 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 G7 NEW MILLENNIUM F1.111_I.IINr SVSTFMS Geometry Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 8/4/2014 10:13:15 AM Joist Description: Mark: Short Span Crimp 30K2801170 J26 Base Length: Working Length. 44-11 44-7 Joist Depth. 30.00 Effective Depth• 28.89 BC Panel Length. 9 @ 4-0 Shape' Parallel Chords Variable Left End Right End BC Panel 5-2 1/4 4-8 3/4 TC Panel 3-4 1/4 3-1 3/4 First Half 1-6 1-6 First Diag. 6-8 1/4 6-2 3/4 Depth 30.00 30.00 fll J I L I f r -r I III LC1- I I Il 111 I I LII IJ.ITI Lfl[I LI I1 LIJ.11 I I IJ_fIl IJ Ill LI 11111 I IJ_I I I I:L 1' I l l 111 I l l ,III 1:11 I_I Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 Conc @ 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 44-11 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,736.05 Reaction RE: 6,738.86 Minimum Shear: 1,684.71 Max TC Comp.: 30,840.37 Max BC Tension 31,179.71 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 0.00 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 8-81/4 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 37.5616-81/4 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 4,306.47 30, 840.37 31,179.71 4,333.36 304.27 2,190.07 37.56 20-8 1/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length 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: Fl1.1°.^1N; Chord Properties Chord svrFMs Area TUKWILA, Rx WAShort Rz Ryy Y 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 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 ] Axial and Bending Analysis K: 1.00 Fy 50,000.00 Fb: 30,000.00 Mom of Inertia 473.22 LL 360• 199.50 LL 240• 299.25 Max Bridg TC• 17-5 5/8 Max Bridg BC: 19-51/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Fillers TC: fa 6,150.74 10,379.70 24,835.22 9,689.72 5,705.15 33,486.75 Maximum K L/r 107.47 112.39 39.93 . 103.96 100.45 Max Load no Fillers TC: Fcr 21,487.47 19,854.35 44,498.84 22,686.44 23,909.15 26,983.18 Fa 12,892.48 11,912.61 26,699.31 13,611.87 14,345.49 TC yy: 4115.4765.476 5 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 0.9845 BC Stress: 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 0.00 9574.82 2290.69 TC Shear Stress: Mid Panel fb 1693.32 0.00 1849.11 1492.99 13,410.98 Fillers 0 .2186.83 0 8 0 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 0.5297 0.9528 0.9302 0.7771 0.4436 Web Design Member Web Tension __ Allow Tension Web Comp Allow Comp Weld Qty Material W2 14,545.55 21,417.86 2,010.34 5,630.14 5.11 x 0.230 1 WR10A20B = Wrapped R100 with 1 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 503.90 10,795.89 3,804.82 4,800.58 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,076.84 4,826.79 394.70 1,008.83 2.69 x 0.077 1 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 4,826.79 304.27 1,008.83 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W11 304.27 7,865.88 2,190.07 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 177.66 7,865.88 1,919.40 3,194.62 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 280.00 4,826.79 1,203.55 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 " Symmetrical Joist NEW MILLENNIUM f11.111_r1Nf.: TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA 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. TCX Type 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 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 1.3770 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) 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 Date Run: 8/4/2014 10:13:15 AM Mark: J26 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:09:32 AM NEW M I L L E N N I U 1V% Location: Joist Description: Mark: ei.iu_nwr.. SYSTEMS Geometry TUKWILA, WA Short Span Crimp 30K2801170 J27 Base Length: 46-5 5/8 Working Length: 46-1 5/8 Joist Depth: 30.00 Effective Depth: 28.87 BC Panel Length: L10 @ 4-0 - - --- - Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 7/8 4-8 3/4 TC Panel 2-1 7/8 3-1 3/4 111711 I CIi11=1111_1111111 .:I 11[ [11 L1] 111 111111.11 I.1I 1-1j 11111'1 I I I] I] 1 I LI 1111 I_ FUJI l I loll 1,1 11.11111 in f First Half 1-2 1-6 ./ l: v/ , First Diag. 4-2 7/8 6-2 3/4 - -- - Depth 30.00 30.00 Loads Load Type Category 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 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 (plf) WL (2) 42.00 42.00 TC - 0-0 46-5 5/8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,953.53 Reaction RE: 6,956.24 Minimum Shear: 1,739.06 Max TC Comp.: 33,204.12 Max BC Tension 33,201.82 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 3-0 7/8 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 4,636.53 33,204.12 33,201.82 4,636.35 2,261.58 1,071.01 37.54 20-2 7/8 ' Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,214.55 ( 28.87 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:09:32 AM NEW IV% 1 L L E N N 1 U IV1 Location: Joist Description: Mark: FILitl.^lnien GVGTEMG TUKWILA, WA Short Span Crimp 30K2801170 J27 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 L BC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 Axial and BendingAnalysis K. 1.00 Fy 50,000.00 Fb: 30,000.00 Mom of Inertia LL 360. 488.84 1185.98 LL 240• 278.97 Max Bridg TC 17-4 7/8 Max Bridg BC: 20-01/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 23.88 25.00 24.00 37.00 35.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 0i5000WeldLen 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 33,486.75 Maximum K L/r 67.08 70.24 39.93 103.96 100.45 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 9URyyL 4229.9.9405 F'e 412,370.06 165,466.94 179,543.11 75,541.88 183,916.97 Cm 0.9949 0.9781 0.9002 0.9339 0.9840 BC Stress: 1.00 Panel Point Moment 1331.37 1331.37 0.00 3154.34 3154.34 Bc L/Rz: 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 BC Shear Stress: 14,900.99 Panel Point Stress 5,149.60 11,282.64 26,738.70 19,566.77 8,166.96 - Mid Panel Stress 0.1199 0.3698 1.0015 0.7997 0.4556 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld . Qty 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 W6 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 655.15 14,453.10 4,844.73 6,374.92 2.18 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W8 4,116.47 4,826.79 545.91 1,016.48 3.60 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W9 436.67 9,029.40 3,331.67 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 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 280.00 4,826.79 1,214.55 1,719.08 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist Job Number.. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 10:09:32 AM NEW MILLENNIUM Location:��/ILA� R1 w FII SYSTEMS TUK•r, WA TCX Design Joist Description: Short Span Crimp 30K2801170 TCX Left f 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 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 1 Regd 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) 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 Mark: J27 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:02:54 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark: R1.111_f11N(: SVSTFMS TUKWILA, WA Short Span Crimp 30K280/170 J29 Geometry Base Length: 43-11 1/2 Working Length: 43-71/2 Joist Depth: 30.00 Effective Depth: 28.89 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-2 3/4 4-8 3/4 I 111111 111I:I TC Panel 2-10 3/4 3-1 3/4 L[l LI1;1 II[1.111L111[1.G:If,I LW L1.1111,LI1 LLI1,11.11.1.1 IJ II1=11 111:1:1111.11,1 111,1111,111 I: JI. I L9. First Half 1-6 1-6 • I•�.�" First Diag. 5-8 3/4 6-2 3/4 Depth 30.00 30.00 Loads Load Type Category 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 + 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 (plf) WL (2) 42.00 42.00 TC - 0-0 43-11 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,601.75 Reaction RE: 6,604.63 Minimum Shear. 1,651.16 Max TC Comp.: 29,568.31 Max BC Tension 29,898.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,448.96 11,253.46 0.00 0.00 12,198.41 1,684.36 56.67 0-2 V1S 1,384.28 10,870.36 0.00 0.00 221.83 1,599.14 33.03 2-10 3/4 W3 1,384.28 10,870.36 13,869.82 1,986.06 874.20 6,335.82 34.04 4-2 3/4 W4 2,500.62 17,897.31 13,869.82 1,986.06 6,111.18 832.63 37.56 5-8 3/4 W5 2,500.62 17,897.31 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 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 W11 4,122.79 29, 568.31 29, 898.48 4,148.96 297.73 2,146.45 37.56 19-8 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,197.43 28.89 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201410:02:54 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J29 Chord Properties _ ___ _________ _ _ __ _ _ _ __ _ Chord r Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis - K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 473.22 LL 360: 212.94 LL 240: 319.41 Max Bridg TC: 17-61/8 Max Bridg BC: 19-10 3/8 i Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 34.00 24.00 37.00 35.75 1.1250 Length 32.75 Load 280.00 280.00 0.00 280.00 280.00 01n 5 00d Len 2x MBending Axial Load 11,253.46 10,870.36 29,568.31 11,806.84 12,302.66 Max Load Fillers TC: 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 ' 103.96 100.45 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 TC yy: 4006.545 6.545 7 179,543.11 75,541.88 183,916.97 F'e 219,154.95 89,460.93 - Cm 0.9883 0.9511 0.9111 0.9371 0.9848 BC Stress: 0.96 Panel Point Moment 2638.55 2638.55 0.00 3154.34 3154.34 BCURz: 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 TCShearStress: Mid Panel fb 1254.82 1544.08 0.00 1849.11 1492.99 13,013.53 Fillers 0 0 8 0 0 BC Shear Stress: 15,179.81 Panel Point Stress 7,040.65 16,762.90 23,810.85 19,082.67 7,892.99 - - - Mid Panel Stress 0.3555 0.6207 0.8918 0.7635 0.4364 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 505.04 10,795.89 3,811.44 4,800.58 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,083.46 4,826.79 395.84 1,008.83 2.70 x 0.077 1 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 2,146.45 3,016.15 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 221.83 5,787.30 1,599.14 1,721.14 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 280.00 4,826.79 1,197.43 1,704.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RI.IILCENG SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 301(280/170 Date Run: 8/4/2014 10:02:54 AM Mark: J29 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 3-3 1/4 BPL Length 3-6 5/8 Clear Bearing 0-4 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 L/120 0.00 I 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) - 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 STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:57 PM NEW MILLENNIUM Location: Joist Description: Mark: rai.ni_nwr SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J3 Geometry_ Base Length. 23-6 3/4 --- - Working Length. 23-2 314 -- -- Joist Depth. 16.00 Effective Depth: 15.16 BC Panel Length. 5 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-10 3/8 1-10 3/8-,---.._7.-T ,.. First Half 1-1 1-1 ���_ ! �,� I _ ,1 /� �- First Diag. 3-9 3/8 3-9 3/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-6 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-6 3/4 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 4-8 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) WL (2) 1,100.00 0.00 TC - 4-8 4-8 Conc Load (lbs) WL (2) 350.00 0.00 TC - 12-8 12-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,035.02 Reaction RE: 3,746.71 Minimum Shear. 1,008.76 Max TC Comp.: 16,854.48 Max BC Tension 17,565.29 J Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 3,007.36 7,200.69 0.00 0.00 8,583.27 3,361.01 33.95 0-2 V1S 2,957.28 6,917.51 0.00 0.00 377.99 1,277.80 18.16 1-10 3/8 W3 2,957.28 6,917.51 9,631.16 4,179.29 1,877.07 4,385.53 19.97 2-8 3/8 W4 5,334.42 13,176.56 9,631.16 4,179.29 4,502.04 1,366.22 28.39 3-9 3/8 W5 5,334.42 13,176.56 15,391.57 5,585.49 1,145.04 3,411.91 28.39 5-9 3/8 W6 5,703.55 16,854.48 15,391.57 5,585.49 2,522.37 987.73 28.39 7-9 3/8 W7 5,703.55 16,854.48 17,565.29 5,688.61 719.30 1,889.11 28.39 9-9 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 570.98 1,414.99 15.16 STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:57 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.uI.nwr. SYSTEMS TUKWIL4, WA Short Span Crimp 16KA280/170 J3 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 222.71 LL 240: 334.07 Max Bridg TC: 14-1 7/8 Max Bridg BC: 11-0 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 20.38 23.00 24.00 23.00 20.38 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 0rn 5000dLen 2x Axial Load 7,200.69 6,917.51 16,854.48 6,207.77 6,541.63 Max Load Fitters 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 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 0.9663 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 L/Rz: 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 0.5490 0.5784 0.9623 0.5208 0.5175 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 719.30 4,826.79 1,889.11 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 377.99 4,826.79 1,277.80 3,089.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 570.98 4,826.79 1,414.99 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Fll.IIL lINC SYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 Date Run: 8/4/20141:11:57 PM Mark: J3 TCX Left 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 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 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 STRESS ANALYSIS - PAGE 1 „ Job Number: 5814-0005 [Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:16:54 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: R1.II1_CtlNG SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J30 Geometry Base Length: 16-10 5/8 Working Length: 16-6 5/8 Joist Depth: 16.00 Effective Depth: 15.20 BC Panel Length: 3 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 2-5 7/8 1 1111111111111 111.111 11 I I I l I 1 I LI 111 I I I I f17 I I iCf1 1 1 1 1 117 I IT! I l 1 Li 111111111.11111111 Ip 111111 TC Panel 2-5 3/4 1-5 7/8 � First Half 1-9 1-6 ---.�. First Diag. 4-10 3/4 3-11 7/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction 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) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 16-10 5/8 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 16-10 5/8 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: Reaction RE: Minimum Shear: 24.00 48.00 12,802.14 12,809.72 1702.43 Max TC Comp.: 10,068.69 Max BC Tension 9,091.75 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 W3 1,744.39 6,693.97 7,113.34 926.99 340.63 2,865.20 25.92 3-1 3/4 W4 1,095.89 10,068.69 7,113.34 926.99 2,515.05 271.06 28.41 4-103/4 W5 1,095.89 10,068.69 9,091.75 1,132.16 383.14, 1,312.84 28.41 6-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,096.53 15.20 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:16:54 AM NEW M 1 L L E N N I U M Location: Joist Description:. Mark: FlLIILOWf. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J30 1 - Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 1 Axial and Bending Analysis K: 1.00 Fy: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 64.23 LL 360: 529.17 LL 240: 793.75 Max BridgTC: 14-2 3/8 Max BridgBC: 21-0 318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 30.00 15.88 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 0i5000d Len 2X: J Axial Load 7,003.55 6,693.97 10,068.69 5,806.77 6,182.15 Max Load Fillers TC: fa 4,517.25 11,227.72 16,888.12 9,739.64 3,987.46 14,303.30 Maximum K Ur 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 23,753.25 20,874.41 22,560.47 188..0370 0370 TC : F'e 313,902.63 62,168.55 90,770.41 58,093.06 959,165.25 Cm 0.9928 0.9097 0.8753 0.9162 0.9979 BC Stress: 0.58 Panel Point Moment 1801.94 1801.94 0.00 1843.14 1843.14 BCURz: Mid Panel Moment 1395.82 865.60 0.00 970.38 1127.58 186.4802 Panel Point fb 1541.99 16062.10 0.00 16429.28 1577.24 TC Shear Stress: Mid Panel fb 1470.58 3203.51 0.00 3591.30 964.91 11,149.59 Fillers 0 1 4 1 0 BC Shear Stress: 12,720.30 Panel Point Stress 6,059.24 27,289.82 16,888.12 26,168.92 5,564.70 - - Mid Panel Stress 0.4014 0.6495 0.7110 0.6025 0.1208 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 280.00 4,826.79 1,096.53 3,297.92 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 J * Symmetrical Joist NEW MILLENNIUM RI.III.IIINri SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number.Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:16:54 AM Location: Joist Description: Mark: TUKWILA, WA Short Span Crimp 16KA280/170 J30 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 2-10 1/4 BPL Length 1-11 Clear Bearing 0-4 3/4 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 L/120 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 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 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA RI.III_f'IINr SYSTEMS Geometry _ Base Length: Working Length: Joist Depth: 16.00 18-4 3/4 _ 18-0 3/4 _ Variable Left End Right End BC Panel 3-1 3/4 1-6 TC Panel 2-5 3/4 1-6 First Half 1-9 0-0 First Diag. 4-10 3/4 1-6 Depth 16.00 16.00 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 Date Run: 8/4/2014 11:15:43 AM Shape: Parallel Chords Mark: J31 f l_.I 111-11.1"II_I 111-I1J_1111111[LJ:1111.1-111111^LI1J 1 11111111=L1111 I; I I -Lf LI_I,I, ITL IJjf I -I 11.1111111 [1 J II 1111! Loads _ Load Type Category Load1 Load2 Position Direction 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 9-2 3/8 Axial (lbs) SM (1) 3,000.00 0.00 TC 0-0 Uniform (plf) SM (1) 15.00 15.00 TC 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 Sp/End 18-4 3/4 18-4 3/4 0-0 0-0 18-4 3/4 18-4 3/4 Stress Analysis Summary Inf. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 3,014.86 Reaction RE: Minimum Shear: 3,021.81 755.45 Member TC Tension TC Compresion Max TC Comp.: 11,423.25 Max BC Tension 10,727.90 BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,499.71 7,445.39 0.00 0.00 6,877.88 845.32 38.85 0-2 VPS 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 W5 1,304.47 11,423.25 10, 727.90 1,350.75 368.78 3,107.48 W6 1,304.47 11, 423.25 10,727.90 1,350.75 2,060.84 1,411.94 28.41 4-10 3/4 6-10 3/4 28.41 8-10 3/4 28.41 * Symmetrical Joist Standard Verticals 1 Member Position L V2 Interior Max Tension 280.00 Max Comp. 1 Length 1,103.481 15.20 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:43 AM NEW MILLENNIUM Location: Joist Description: Mark: Ni.nt_nuar SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J31 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis 1K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 64.23 LL 360: 407.21 LL 240: 610.81 Max Bridg TC: 14-0 Max Bridg BC: 21-0 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 24.00 16.00 1.1250 BendingLoad 280.00 280.00 0.00 0.00 280.00 Min Weld Len 2X' 0.5000 Axial Load 7,445.39 7,135.81 11,423.25 7,728.90 4,910.68 Max Load Fillers TC: fa 4,802.24 11,968.82 19,160.11 12,963.60 3,167.37 14,303.30 Maximum K L/r 108.61 67.85 56.15 93.93 62.62 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 22,460.39 TC OAL/R yy: 2005.1955.1958 F'e 313,902.63 62,168.55 90,770.41 90,770.41 944,236.81 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 TC Shear Stress: 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 19,160.11 23,001.00 4,106.54 Mid Panel Stress 0.4240 0.6870 0.8066 0.9011 0.0849 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 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 271.09 4,826.79 1,356.70 3,150.16 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,103.48 3,297.92 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM Fl1.111_ninir. SVSTFMS 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 0-0 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 1-9 3/8 Clear Bearing 0-4 3/4 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 L/120 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 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 11:15:43 AM Mark: J31 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:15 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.m_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J32 Geometry Base Length: 19-11 Working Length: 19-7 Joist Depth: 16.00 Effective Depth: 15.20 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 3-0 1/4 I I-I-I_I-I-1-I_I_LkI-I_I_CCI fJ_I IDJI_I:If 1=1_ 11 I 1:1I_I:IJ_I_I TLI_II:hLLIJ:uI IIIm III rriTru I_] I11:G_f_:I.i.L 11=11 TC Panel 2-5 3/4 3-0 1/4 ' ' ` First Half 1-9 0-0 _ First Diag. 4-10 3/4 3-0 1/4 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 19-11 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 19-11 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-11 1/2 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 19-11 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 19-11 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,228.85 Reaction RE: 3,235.26 Minimum Shear: 808.81 Max TC Comp.: 13,325.66 Max BC Tension 12,195.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,354.84 7,890.28 0.00 0.00 7,424.78 926.95 38.85 0-2 V 1 S 1,455.64 7,580.70 0.00 0.00 271.09 1,365.72 17.18 2-5 3/4 W3 1,455.64 7,580.70 8,697.79 1,164.66 449.19 3,628.74 25.92 3-1 3/4 W4 1,434.07 12,071.61 8,697.79 1,164.66 3,897.95 466.08 28.41 4-103/4 W5 1,574.99 13,325.66 12,195.23 1,570.85 309.09 2,671.60 28.41 6-10 3/4 W6 1,574.99 13,325.66 12,195.23 1,570.85 1,624.95 406.48 28.41 8-10 3/4 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,112.501 15.20 STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:15 AM NEW MILLENNIUM Location: Joist Description: Mark: Fluu_mwr. SV57FM5 TUKWILA, WA Short Span Crimp 16KA280/170 J32 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 J Axial and Bending Analysis K. 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 360. 64.23 ILL 319.51 LL 240. 479.27 Max Bridg TC. 13-101/8 Max Bridg BC. 19-6 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 24.00 34.25 1.1250 Bending Load 280.00 280.00 0.00 0.00 280.00 Min Weld Len 2X 0.5000 Axial Load 7,890.28 7,580.70 13,325.66 10,228.64 7,501.82 Max Load Fillers TC: fa 5,089.19 12,715.04 22,350.99 17,156.40 4,838.64 14,303.30 Maximum K L/r 108.61 67.85 56.15 56.15 67.03 Max Load no Fillers 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 21,545.61 222..4729 4729 Tc : 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 0.9883 BC Stress: 018 Panel Point Moment 1801.94 1801.94 0.00 1397.80 1397.80 Esc URz: Mid Panel Moment 1395.82 865.60 0.00 458.50 2722.51 186.4802 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 2868.32 12,852.56 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 0.4467 0.7249 0.9410 0.7891 0.3123 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 271.09 4,826.79 1,365.72 3,150.16 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,112.50 3,297.92 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_IIINf: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4/2014 11:15:15 AM Mark: J32 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 2-10 1/4 BPL Length 3-3 5/8 Clear Bearing 0-4 5/8 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 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number:Job Name: 5814-0005 1INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:55 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_f.IIN(. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J34 Geometry _ _ _ _ Base Length: 22-11 1/4 Working Length: 22-71/4 Joist Depth: Depth: 16.00 lEffective 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 2-0 1/2 IU-I1:i 11111 i 1:11]7.1.111.111:11.11=1117.1:11 I:1,1 1!:1.111 171I1 I-I:11 I:I TC Panel 2-5 3/4 2-0 1/2i (.1:111,111_11111 Lllla1l L11_I:I L \�;! 111-I . ' -. /~ First Half 1-9 0-0 / First Diag. 4-10 3/4 2-0 1/2 Depth 16.00 16.00 Loads Load Type Category 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 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 (plf) WL (2) 42.00 42.00 TC - 0-0 22-11 1/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,653.47 Reaction RE: 3,659.03 Minimum Shear 914.76 Max TC Comp.: 16,918.90 Max BC Tension 15,886.55 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,061.71 8,792.10 0.00 0.00 8,530.05 1,091.64 38.83 0-2 V 1 S 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 2,118.21 16,918.90 15,886.55 2,089.81 1,713.07 1,803.26 28.39 10-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,130.61 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:13:55 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: 1.11.111-1111N11 SV STF_MS TUKWILA, WA Short Span Crimp 16KA280/170 J34 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 241.70 LL 240: 362.56 Max Bridg TC: 14-2 3/8 Max Bridg BC: 18-3 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 24.00 22.50 1.1250 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 Load Fillers TC: fa 5,274.20 11,899.07 23,735.82 14,258.03 3,868.13 17,689.38 Maximum K Ur 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 Fa 14,576.77 13,648.22 24,571.04 17,452.68 18,619.54 TC 24.5L/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 0.8527 0.9340 0.9960 BC Stress: 0.89 Panel Point Moment 1813.66 1813.66 0.00 1157.87 1157.87 BC L/Rz: Mid Panel Moment 1391.92 861.45 0.00 546.16 926.52 187.8669 Panel Point fb 1506.14 12414.82 0.00 7925.79 961.54 TC Shear Stress: Mid Panel fb 1306.53 2439.85 0.00 1546.88 869.68 12,213.20 Fillers 0 0 6 0 0 BC Shear Stress: 14,739.31 Panel Point Stress 6,780.35 24,313.89 23,735.82 22,183.82 4,829.68 Mid Panel Stress 0.4016 0.9634 0.9660 0.8723 0.2340 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,387.17 5,275.83 2.50 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W4 5,271.94 5,787.30 662.82 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 W7 1,713.07 4,826.79 1,803.26 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 271.26 4,826.79 1,384.61 3,161.03 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,130.61 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Fl1.111_1:'IINr. S../STEMS 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 0-0 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 2-3 7/8 Clear Bearing 0-4 1/2 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 L/120 0.00 Reqd LL Def L/120 0.00 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) 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 11:13:55 AM Mark: J34 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:30 AM NEW MILLENNIUM Location: Joist Description: Mark: AIJII_f.LNf. svSTPINS TUKWILA, WA Short Span Crimp 16KA280/170 J35 Geometry Base Length: 24-51/2 Working Length: 24-1 1/2 Joist Depth: 16.00 Effective Depth: 15.11 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 3-6 3/4 TC Panel 2-5 3/4 3-6 3/4 RR! LI 11.1 L[ I L1 I I (III I L11 1-1.1 i -... I LI.I!ILI.1 LI Il_I 11.LI;I I.I.1I.LI 111-11_1_11[1 I 1.1-1-1 I 11 Il.I ILLI. L i lii LL fl First Half 1-9 0-0 ----,,,,\:_,7 �//y First Diag. 4-10 3/4 3-6 3/4 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 24-5 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 24-5 1/2 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 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 24-5 1/2 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 24-5 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,867.08 Reaction RE: 3,872.29 Minimum Shear: 968.07 Max TC Comp.: 18,576.75 Max BC Tension 18,390.84 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,083.76 9,260.20 0.00 0.00 9,101.47 1,176.59 38.81 0-2 V 1 S 1,031.18 8,948.78 0.00 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 11,137.41 1,529.77 4,830.72 604.37 28.36 4-10 3/4 W5 2,308.06 17,785.22 16,675.43 2,241.35 446.71 3,623.24 28.36 6-10 3/4 W6 2,397.01 18,576.75 16,675.43 2,241.35 2,572.16 289.05 28.36 8-10 3/4 W7 2,397.01 18,576.75 18,390.84 2,419.24 429.74 1,817.00 28.36 10-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,139.90 15.11 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/201411:13:30 AM 1 NEW MILLENNIUM Location: Joist Description: Mark: Fi I.III_MINfi SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J35 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 1 Axial and Bending Analysis K: Fy: 1.00 150,000.00 Fb: 30,000.00 Mom of Inertia: 81.30 LL 360: 216.32 LL 240: 324.49 Max Bridg TC: 14-71/8 Max Bridg BC: 18-21/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Mn Wel: 0.5000dLen 2X 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 19,744.75 Maximum K Ur 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 0.9804 BC Stress: 0,94 Panel Point Moment 1822.70 1822.70 0.00 1881.67 1881.67 BCIJRz: 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 0 0 6 0 1 BCFillers 14,209.Shea2Stress: 1454 Panel Point Stress 6,841.42 22,254.39 23,926.77 28,210.25 7,246.20 Mid Panel Stress 0.3798 0.8575 0.9503 0.9555 0.3801 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 429.74 4,826.79 1,817.00 1,955.62 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 271.44 4,826.79 1,394.81 3,174.80 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,139.90 3,323.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RI.III..t INI SYSTEMS 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 Date Run: 814/201411:13:30 AM Mark: J35 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 2-10 1/4 BPL Length 3-10 1/8 Clear Bearing 0-4 3/8 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 U120 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 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 STRESS ANALYSIS - PAGE 1 G7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:07:14 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_f]INr: SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J36 Geometry Base Length: 25-11 1/2 Working Length: 25-71/2 Joist Depth: 16.00 Effective Depth: 15.07 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 3-0 3/4i I 1 _ _ I-1-1-1 I I I [IC:I .f 1-11111111II milli 1 ILI I. i 1lin f LI I I]I�I 1 I CI!:1 I IJ I l LCI LI [II 1111 I ICI Cl CII 1=L 1 I I I l ill I I I I I l 1 TC Panel 2-5 3/4 2-6 3/4 First Half 1-9 2-0 1,. - First Diag. 4-10 3/4 5-0 3/4 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (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 (plf) WL (2) 42.00 42.00 TC- 0-0 25-11 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,077.70 Reaction RE: 4,082.60 Minimum Shear: 1,020.65 Max TC Comp.: 20,309.33 Max BC Tension 20,829.21 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,161.12 9,719.79 0.00 0.00 9,662.43 1,260.10 38.80 0-2 V1 S 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 18,357.29 2,488.02 401.42 3,284.46 28.34 6-10 3/4 W6 2,683.06 20,309.33 18,357.29 2,488.02 2,231.54 252.95 28.34 8-10 3/4 W7 2,683.06 20,309.33 20,829.21 2,744.36 271.25 1,919.03 28.34 10-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,149.44 15.07 STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:07:14 AM NEW MILLENNIUM Location: Joist Description: Mark: Fat.ut_nwr. SVSTF_MS TUKWILA, WA Short Span Crimp 16KA280/170 J36 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 88.80 LL 360: 197.17 LL 240: Brid TC: 295.75 1Max 14-9 3/4 Max BridgBC: 18-21/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 30.00 28.75 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 0 Min 00WelLen 2x 0 5000 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 Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07 24,783.06 26,243.82 16,651.95 Fa 16,455.61 15,570.00 25,593.64 14,869.84 15,746.29 TC OAURyy 262..91669166: 26 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 0.9910 BC Stress: 0.97 Panel Point Moment 1830.19 1830.19 0.00 1973.94 1973.94 BC URz: 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 11,665.21 Fillers 0 0 4 0 0 BC Shear Stress: 13,784.93 Panel Point Stress 6,820.47 20,293.74 23,582.59 20,840.36 6,807.39 Mid Panel Stress 0.3604 0.7654 0.9214 0.7915 0.3695 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 271.25 4,826.79 1,919.03 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 271.59 4,826.79 1,405.05 3,185.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,149.44 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Fi l.11l_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 Crimp 16KA280/170 Date Run: 8/4/2014 11:07:14 AM Mark: J36 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 2-10 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 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:19 AM NEW MILLENNIUM Location: Joist Description: Mark: Ru.w_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J38 Geometry Base Length: 28-9 3/4 Working Length: 28-5 3/4 Joist Depth: -1Effective Depth: Panel Length: 30.00 29.20 IBC 6 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 2-11 1111.11.11.1.[1 I-1-11.1-1,1.11111.1111.11.111111.1.Is11.111.1_1 11.111111,1LI 111111.11111,1 1111_1 1JR111,11.1.1.1,1 TC Panel 2-5 3/4 2-5 First Half 1-9 1-0 .. \ ,. First Diag. 4-10 3/4 3-11 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 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 + 14-4 7/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 28-9 3/4 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 4,478.31 Reaction RE: 4,482.70 Minimum Shear. 1,120.67 Max TC Comp.: 14,014.51 Max BC Tension 12,842.64 Member TC Tension TC Compresion BC Tension 1 BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,702.52 6,540.63 0.00 0.00 6,567.59 868.66 46.16 0-2 V1S 1,754.99 6,379.48 0.00 0.00 248.74 1,263.17 30.28 2-53/4 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 1,747.85 14,014.51 12,842.64 1,730.23 1,450.64 216.87 37.80 12-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,118.26 29.20 STRESS ANALYSIS - PAGE 2 ,, Job Number.' 5814-0005 Job Name: f INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:19 AM NEW /MILLENNIUM Location: Joist Description: Mark: NCIH_ IING SV STBMS TUKWILA, WA Short Span Crimp 30K280/170 J38 Chord Properties Chord Area _ Rx Rz Ryy Y Ix Q Material 1 TC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 ' Fb: 30,000.00 Mom of Inertia: 236.77 LL 360: 382.96 LL 240: 574.43 Max Bridg TC: 14-115/8 Max Bridg BC: 18-71/2 J Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 0 Min Weld Len 2X: 0 5000 Axial Load 6,540.63 6,379.48 14,014.51 6,132.64 6,219.37 Max Load Fillers TC: fa 4,218.67 10,700.23 23,506.39 10,286.22 4,011.46 14,303.30 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 39,588.75 34,698.77 22,082.88 9,463.73 Fa 12,656.35 21,371.33 23,753.25 20,819.26 13,249.73 323..5324 5324 TC : 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 0.9940 BC Stress: 0.82 Panel Point Moment 1801.94 1801.94 0.00 878.33 685.71 BC L/Rz: 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 0.3778 0.6229 0.9896 0.5135 0.3594 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 193.54 7,865.88 1,645.15 2,842.48 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,450.64 4,826.79 216.87 945.24 2.00 x 0.077 1 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 280.00 4,826.79 1,118.26 1,583.82 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_rliMr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 301(280/170 Date Run: 8/4/2014 11:08:19 AM Mark: J38 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 2-9 3/4 BPL Length 2-8 7/8 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 280.00 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 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 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) \t tt 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 STRESS ANALYSIS - PAGE 1 G Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:41 AM NEW MILLENNIUM Location: Joist Descnphon: Mark: FlIIu_nwr. SYSTF_MS TUKWILA, WA Short Span Crimp 30K280/170 J39 Geometry Base Length: 30-1 1/2 Working Length: 29-91/2 Joist Depth: 30.00 Effective Depth: 29.18 BC Panel Length: 6 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 3-2 3/4 11I_I_I I_I111 I I I 1=111 I.1 i I I I ICCI L I IJ I-I 111:11.1[1 1111;111 I1:CI IJ_I I ILUI li I I LI I I IJ 111CI;1 LI LIIITI I I I LI 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 30.00 Loads__ Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 30-1 1/2 Stress Analysis Summary Int. Panel TC. 24.00 Max Panel BC 48.00 Reaction LE. 4,662.43 Reaction RE. 4,666.63 Minimum Shear 1,166.66 Max TC Comp * 15,113.99 Max BC Tension 13,926.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,636.30 6,744.25 0.00 0.00 6,862.09 912.69 46.14 0-2 V1S 1,688.82 6,582.96 0.00 0.00 248.75 1,268.86 30.25 2-53/4 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 6-10 3/4 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 1,916.29 15,113.99 13,926.48 1,887.50 1,510.67 202.53 37.78 12-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,123.88 29.18 NEW MILLENNIUM RI.III:r,INr SVSTFMS Chord Proaerties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run: 8/4/2014 11:08:41 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K280/170 Mark: J39 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 265.86 LL 360: 375.64 LL 240: 563.46 Max Bridg TC: 15-3 5/8 Max Bridg BC: 19-2 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 27.75 29.00 24.00 31.00 29.75 Bending Load 280.00 280.00 0.00 280.00 280.00 Axial Load 6,744.25 6,582.96 15,113.99 6,692.78 6,843.85 fa 4,190.02 10,044.19 23,060.71 10,211.75 4,251.90 Maximum K Ur 103.78 108.45 53.74 69.41 111.26 Fcr 22,729.72 21,145.73 40,348.42 35,058.07 20,217.92 Fa 13,637.83 12,687.44 24,209.05 21,034.84 12,130.75 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 Panel Point Moment 1807.64 1807.64 0.00 2096.83 2096.83 Mid Panel Moment 1393.93 863.58 0.00 1003.80 1595.68 Panel Point fb 1523.32 14036.87 0.00 16282.47 1767.02 Mid Panel fb 1380.96 2781.55 0.00 3233.19 1580.84 Fillers 0 0 8 1 0 Panel Point Stress 5,713.33 24,081.06 23,060.71 26,494.21 6,018.91 Mid Panel Stress 0.3490 0.8935 0.9526 0.6088 0.3984 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X• 0.5000 Max Load Fillers TC: 16,025.28 Max Load no Fillers TC: 11,000.07 TC OAL/Ryy: 330.8717 BC Stress: 0.78 BC L/Rz: 187.8669 TC Shear Stress: 16,057.67 BC Shear Stress: 17,750.60 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 202.53 7,865.88 1,512.64 2,852.85 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,510.67 4,826.79 202.53 948.92 2.00 x 0.077 1 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 280.00 4,826.79 1,123.88 1,591.05 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetncai Jois NEW MILLENNIUM R1.111_fluNr iVGTFMS TCX Desitin Job Number. 5814-0005 Location: TUKWILA, WA 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. TCX Type R, Rnfd. TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 2-9 3/4 BPL Length 2-11 5/8 Clear Bearing 0-4 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 L/120 0.00 Section Modulus 1.0094 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 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) 11, 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 11:08:41 AM Mark: J39 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:42:51 AM NEW MILLENNIUM Location: Joist Description: Mark: RI iii_nunir. SVSTFMS TUKWILA, WA Short Span Round 14K280/170 J4 Geometry Base Length: 17-91/2 __ Working Length: 17-51/2 Joist Depth: Effective Depth: 14.00 112.91 BC Panel Length: 8 @ 1-8 1Shape: Parallel Chords r Variable Left End Right End BC Panel 2-2 3/4 2-2 3/4 LI-01.1[1:1_11111,111.111 I l [I I I;I I T I;I[I I_III 11 I Iif 1 I IA : CI 11111;1111.111.1_1.111I I.I I_L11.1 J_ 1 I I:I_l L_Il; [ I.1 I;;1 TC Panel 1-4 3/4 1-4 3/4• • / /%`. s. First Half 0-10 0-10 First Diag. 3-0 3/4 3-0 3/4 Depth 14.00 14.00 Loads Load Type Category 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 anywhere (lbs) CL (1) 2,200.00 0.00 TC + 8-10 3/4 0-0 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 8-10 3/4 0-0 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 17-9 1/2 Conc @ any pp (lbs) SM (1) 1,000.00 0.00 TC + 8-10 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 17-9 1/2 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC- 8-10 3/4 0-0 Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Reaction LE: 5,529.36 Reaction RE: 5,578.64 Minimum Shear. 1,394.66 Max TC Comp.: 21,422.72 Max BC Tension 21,422.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 958.89 7,190.86 0.00 0.00 11,734.03 2,131.94 27.91 0-2 V1S 958.89 6,910.94 0.00 0.00 4,457.29 4,925.64 16.33 1-4 3/4 W3 958.89 6,910.94 9,536.41 1,346.31 1,048.20 5,720.53 16.33 2-2 3/4 W4 1,733.74 11,839.67 9,536.41 1,346.31 5,194.47 1,048.20 16.33 3-0 3/4 W5 1,733.74 11,839.67 14,142.94 2,121.17 921.69 4,758.02 16.33 3-10 3/4 W6 2,508.60 16,123.99 14,142.94 2,121.17 4,231.96 921.69 16.33 4-8 3/4 W7 2,508.60 16,123.99 18,105.04 2,896.03 1,157.24 3,857.86 16.33 5-6 3/4 W8 3,283.46 19,763.88 18,105.04 2,896.03 3,331.81 1,414.47 16.33 6-4 3/4 W9 3,283.46 19,763.88 21,422.72 3,670.89 1,882.55 2,895.36 16.33 7-2 3/4 W10 3,670.89 21,422.72 21,422.72 3,670.89 2,540.99 2,139.78 16.33 8-0 3/4 * Symmetrical Joist 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8111201410:42:51 AM NEW MILLENNIUM Location: Joist Description: Mark: RUH-MINIM GVSTFnnS Chord Properties---] TUKWILA, WA Short Span Round 14K280/170 J4 Chord Area -- Rx -- Rz Ryy Y --- Ix Q------- _ Material------1 TC 0.8084 0.6885 0.4106 1.1625 0.6554 0.3832 1.0000 A38B = 2.2190 x 0.199 BC 0.3564 0.4662 0.2797 0.8580 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 1Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 82.86 LL 360: 581.72 LL 240: 872.58 _ Max Bridg TC: 15-0 5/8 Max Bridg BC: 12-2 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 14.75 20.00 20.00 20.00 14.75 0.5625 Bending Load 292.00 0.00 0.00 0.00 292.00 MWel 0,n 5000d Len 2X: J Axial Load 7,190.86 6,910.94 21,422.72 6,910.94 7,190.86 Max Load Fillers TC: fa 4,447.59 4,274.45 13,250.08 4,274.45 4,447.59 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 TC OAL/Ryy 18 180..21972197: F'e 623,622.19 339,192.03 339,192.03 339,192.03 623,622.19 - Cm 0.9964 0.9937 0.9738 0.99370.9964 BC Stress: 1.00 Panel Point Moment 6987.24 7348.13 6518.52 7348.13 6987.24 BCL/Rz: Mid Panel Moment 5985.45 5930.67 5500.00 5930.67 5985.45 71.5052 Panel Pointfb 14255.29 14991.57 13299.00 14991.57 14255.29 TCShearStress: 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 0.2535 0.2563 0.6705 0.2563 0.2535 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,734.03 12,047.89 2,131.94 6,931.77 3.95 x 0.200 1 R075 = round 3/4 V1S 4,457.29 11,247.36 4,925.64 7,400.62 2.00 x 0.192 1 R068 = round 11/16 W3 1,048.20 11,247.36 5,720.53 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 4,231.96 7,529.55 921.69 4,027.55 2.00 x 0.177 1 R056 = round 9/16 _ W7 1,157.24 7,529.55 3,857.86 4,027.55 2.00 x 0.177 1 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 W9 1,882.55 7,529.55 2,895.36 4,027.55 2.00 x 0.177 1 R056 = round 9/16 W10 2,540.99 7,529.55 2,139.78 4,027.55 2.00 x 0.177 1 R056 = round 9/16 * Symmetrical Joist G7 NEW MILLENNIUM R1.111_I:�INr SVSTFMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run.• 8/112014 10:42:51 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J4 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 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 280.00 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 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 Seat Type: Lapped r 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 STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:59 AM NEW 'MILLENNIUM Location: Joist Description: Mark: ei.ui_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J40 Geometry Base Length: 31-51/2 Working Length: 31-1 1/2 Joist Depth: Effective Depth: 30.00 129.11 BC Panel Length: 6 @ 4-0 Shape: Parallel Chords Variable Left End Right End __ BC Panel 3-1 3/4 4-6 3/4 Ill I I I li I I I 111 1-1-11 If Il [ 111 ll I I lin f I I 11.1 I I I Il I :1 I f11 JrrirrsrmirramTral I L1 I I I f 111 Cll f 1-.1 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 30.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 31-5 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: Reaction LE: 48.00 14,849.44 Reaction RE: 4,853.47 Minimum Shear. 1,213.37 Max TC Comp.: 16,150.28 Max BC Tension 15, 383.01 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2-53/4 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 2,090.67 16,150.28 15,383.01 2,084.90 1,572.60 268.90 37.73 12-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,129.69 29.11 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 !Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:59 AM NEW MILLENNIUM Location: Joist Description: Mark: NI, 111_nINC SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J40 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 298.69 LL 360: 370.07 LL 240: 555.11 Max Bridg TC: 16-6 7/8 Max Bridg BC: 18-31/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 39.00 37.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X. 0.5000 Axial Load 6,958.17 16,150.28 6,796.52 8,599.28 9,009.19 Max Load Fillers TC: fa 3,832.86 7,891.91 18,753.22 9,985.23 4,962.65 22,261.66 Maximum K Ur 90.63 94.71 78.38 75.74 61.64 Max Load no Fillers TC: 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 TC OAU Ryy: 3119.3479.347 5 F'e 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 0. Stress: 0.86 Panel Point Moment 1830.19 1830.19 0.00 3457.75 3457.75 BC L/Rz: 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 0.00 3478.80 2126.72 13,141.02 Fillers 0 0 0 1 1 BC Shear Stress: 18,718.79 Panel Point Stress 5,299.25 17,261.81 18,753.22 27,687.64 7,733.09 Mid Panel Stress 0.2678 0.5675 0.9796 0.6456 0.2837 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 211.79 7,865.88 1,767.39 2,891.16 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,572.60 4,826.79 268.90 962.62 2.00 x 0.077 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 V2 280.00 4,826.79 1,129.69 1,616.99 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM AI.11t_171NC SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 301(280/170 Date Run: 8/4/2014 11:08:59 AM Mark: J40 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 2-9 3/4 BPL Length 3-8 1/4 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 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) 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 NEW MILLENNIUM 111.111_f1INr SYSTEMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 30K2801170 Date Run: 8/4/2014 11:09:18 AM Mark: J42 Base Length: 34-31/2 Working Length: 33-11 1/2 Joist Depth: 30.00 Effective Depth: 29.11 BC Panel Length: 7 © 4-0 Shape: Parallel Chords Variable Left End Right End I J:IIuIp f I1 \ ., I ioi 1 [Ii i / FI [[LI f:I.1 LI1 I_r[l1 rI_LI I:L_l_LFI I:I_LI I:LL.I-I I L.L I-1 [I I:I_[I:LII_fJal.l_I�II:IIIJ.1.111 • Uniform (plf) BC Panel 3-1 3/4 3-4 3/4 TC Panel 2-5 3/4 2-8 3/4 First Half 1-9 2-0 First Diag. 4-10 3/4 5-4 3/4 + Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End 1 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 (plf) WL (2) 42.00 42.00 TC - 0-0 34-3 1/2 Stress Analysis Summa Int. Panel TC: Panel BC: 24.00 1Max 48.00 1ReactionLE: 5,246.81 Reaction 5,250.49 RE: Minimum Shear. 1,312.62 Max TC Comp.: 18,443.44 Max BC Tension 18,358.34 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 W4 1,672.75 12,902.06 8,464.87 1,196.62 4,635.26 612.38 37.73 4-10 3/4 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 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 2,469.17 18,443.44 18,358.34 2,495.14 231.06 1,701.22 37.73 14-10 3/4 ymmetncai Jois Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,142.31 29.11 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:09:18 AM NEW MILLENNIUM Location: Joist Description: Mark: eini_owr.. 5Y57FM5 Chord Properties TUKWMLA, WA Short Span Crimp 30K280/170 J42 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 Axial and Bending Analysis K. 1.00_ Fy. 50,000.00 Fb: 30,000.00 Mom of Inertia: 301.32 LL 360. 287.47 LL 240. 431.20 Max Bridg TC: 16-0 7/8 _ Max Bridg BC. 17-10 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE _ _ End Panel REI Gap Between 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 01n 5000d Len ZX 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 : 356.1116 F'e 313,282.78 83,794.45 122,345.71 68,819.47 255,136.30 .1116 - Cm 0.9932 0.9444 0.8699 0.9289 0.9912 BC Stress: 0.93 Panel Point Moment 1822.70 1822.70 0.00 2265.32 2265.32 1 BC L/Rz: 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 _ TCShearStress: 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 0.3106 0.7042 0.9434L 0.8695 0.3791 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 1 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 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 W7 285.78 7,865.88 2,305.43 2,891.25 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,701.22 4,826.79 231.06 962.65 2.00 x 0.077 1 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 280.00 4,826.79 1,142.31 1,616.99 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Rt.111_r11Nr: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:09:18 AM Location: TUKIMLA, WA Joist Description: Short Span Crimp 30K2801170 Mark: J42 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 2-9 3/4 BPL Length 3-0 3/4 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 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 1.1160 Section Modulus 1.1160 Reqd SM 0.0000 Reqd SM 0.0000 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) `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+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 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA n1.111_CIIN11 SVSTFMS Geometry Base Length: 35-9 3/4 Working Length: 35-5 314 STRESS ANALYSIS - PAGE 1 -_ - Job Name: _ - - -- - -- INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Joist Depth: 30.00 Effective Depth: 29.05 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 11:09:34 AM Mark: J43 Variable Left End Right End BC Panel 3-1 3/4 4-11 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 30.00 -11-1-.11-1.1.1.-11ILI:I l_I_I_I I IIA l_I 1.111:1IJ.III_L-1.1:1[117-1_I ILI, Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC 0-0 Stress Analysis Summary Int. Panel TC: 24.00 35-9 3/4 Max Panel BC: Reaction LE: 48.00 5,460.04 Reaction RE: 5,463.56 Minimum Shear: 1,365.89 Max TC Comp.: 20,097.17 Max BC Tension 19,867.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,346.97 7,634.09 0.00 0.00 8,144.58 1,104.44 46.07 0-2 V1 S 1,399.72 7,472.11 0.00 0.00 248.83 1,296.05 30.13 2-5 3/4 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 2,721.33 20, 097.17 19, 867.41 2,720.97 1,771.73 1,771.73 37.68 14-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,150.71 29.05 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:09:34 AM NEW MILLENNIUM Location: Joist Description: Mark: Fli.1u_nwr. SVSTFMG TUKWILA, WA Short Span Crimp 30K2801170 J43 Chord Properties Chord Area -, Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 344.55 LL 360: 288.22 LL 240: 432.33 Max Bridg TC: 16-91/4 Max Bridg BC: 18-3 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.75 29.00 24.00 41.00 40.00 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 Axial Load 7,634.09 7,472.11 20,097.17 10,094.02 10,585.30 Max fa 4,000.26 7,830.76 21,061.80 10,578.51 5,546.69 Load Fillers TC: 25,013.30 Maximum K L/r 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 TC 35.5URyy: 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 BC Stress: 0.93 Panel Point Moment 1839.58 1839.58 0.00 3862.59 3862.59 BCURz: 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: 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 Mid Panel Stress 0.2625 0.5248 0.8115 0.6741 0.3148 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 8,144.58 9,716.30 1,104.44 3,850.30 4.25 x 0.129 1 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 W4 4,919.33 5,787.30 654.32 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 327.44 7,865.88 2,594.01 2,927.35 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,867.62 4,826.79 241.61 975.76 2.00 x 0.077 1 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 280.00 4,826.79 1,150.71 1,641.74 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM fl.11l_IDINr SYSTF'MS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 11:09:34 AM Mark: J43 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 2-9 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 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 1.2785 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+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 G7 NEW N{ILLENNIUNI 1711.111_1:11NUI S •sTFMS Geometry Base Length: 37-3 3/4 STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run.• 8/4/2014 11:10:03 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Mark: J44 Working Length: 36-11 3/4 Joist Depth: 30.00 Effective Depth: 29.07 BC Panel Length: 8 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 2-5 TC Panel 2-5 3/4 2-2 First Half 1-9 2-0 First Diag. 4-10 3/4 4-5 Depth 30.00 30.00 fI-I-LI:I I:LI-I:LI:LI:LI :II:I:I:I:I:LLI;p:Ia:LII:IJj:Ia::I: I:ITI:ITI: _I LIJii:I:f:1 :I:ITLI,I:CI:I 1,LI1: la:I:I-I_IJI:LI:I:III:LI:I:I 1_1,111 • Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 (plf) WL (2) 42.00 42.00 TC - 0-0 37-3 3/4 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,670.33 Reaction RE: 5,673.71 Minimum Shear. 1,418.43 Max TC Comp.: 21,680.11 Max BC Tension 21,301.80 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,273.57 7,859.26 0.00 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 2-53/4 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 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 W6 2,441.19 17,815.35 15,150.46 2,137.46 3,858.48 503.20 37.70 8-10 3/4 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 * c W10`--_ 2,962.70 21,680.11 21,301.80 2,936.33 1,839.28 251.74 37.70 16-10 3/4 Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,158.76 1 29.07 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:10:03 AM NEW MILLENNIUM Location: Joist Description.: Mark: RI.III.mINf: SYSTEMS TUKWILA, WA Short Span Crimp 301(280/170 J44 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy 50,000.00 Fb. 30,000.00 Mom of Inertia. 329.84 LL 360' 243.69 LL 240: 365.53 Max Bndg TC: 16-2 718 Max Bridg BC: 17-71/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE cap Between Chords: Length 27.75 29.00 24.00 27.00 24.00 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min weld Len 2x: 0 5000 Axial Load 7,859.26 7,697.41 21,680.11 6,477.01 6,524.59 Max Load Fillers TC: fa 4,329.21 8,938.00 25,174.30 7,520.91 3,594.02 22,261.66 Maximum K L/r 90.63 94.71 46.61 88.18 78.38 Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07 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..4122 4122 Tc : F'e 312,511.25 90,229.30 131,741.05 104,091.69 417,800.69 Cm 0.9931 0.9505 0.8720 0.9639 0.9957 BC Stress: 1.00 Panel Point Moment 1830.19 1830.19 0.00 1517.61 1517.61 BCURz: Mid Panel Moment 1386.41 855.61 0.00 737.22 987.47 171.6124 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 25,174.30 15,290.52 4,809.97 Mid Panel Stress 0.2980 0.6358 0.9836 0.4938 0.1217 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 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 394.28 9,029.40 3,062.23 3,330.33 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,336.07 4,826.79 285.36 970.64 2.04 x 0.077 1 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 280.00 4,826.79 1,158.76 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM F1.111_/�INf: SYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:10:03 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 301(280/170 Marls: J44 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 2-9 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 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 L/120 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 0.0000 Seat Type: Lapped (Reinforced) 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:11:59 AM NEW MILLENNIUM Location: Joist Description: Mark: RL111_ninin SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170J46 Geometry Base Length: 37-51/2 Working Length: 37-1 1/2 Joist Depth: 30.00 Effective Depth: 29.07 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 3/4 3-0 3/4 111111.-1=1.1:11.11=1 fa=1111[11 [LIlf l_11_I..II_LII11:11.I.I[L11[1:1 LI:III11_IIIl_LI11111.1_I.I_IJ_[ TC Panel 2-5 3/4 2-3 3/4 i , .11=11=1=III-Ill_1:011:1al i First Half 1-9 1-6 \; - ;. �. is � j., \ ' First Diag. 4-10 3/4 4-6 3/4 Depth 30.00 30.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 37-5 1/2 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 5,690.74 Reaction RE: 5,694.12 Minimum Shear. 1,423.53 Max TC Comp.: 21,835.37 Max BC Tension 21,442.78 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2-53/4 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 2,986.37 21,835.37 21,442.78 2,957.48 1,845.90 252.74 37.70 16-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,159.55 29.07 STRESS ANALYSIS - PAGE 2 ', Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:59 AM NEW /MILLENNIUM Location: Joist Description: Mark: c+LJII_nINr.. SYSTEMS TUKWILA, WA Short Span Crimp 301(280/170 J46 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material I TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 329.84 LL 360: 240.83 LL 240: 361.24 Max Bridg TC: 16-2 3/4 Max Bridg BC: 17-61/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 0in Weld Len 2x.• 00 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 Tco9URyy: 380.9085 F'e 312,511.25 90,229.30 131,741.05 104,091.69 362,941.94 Cm 0.9931 0.9503 0.8711 0.9577 0.9941 BC Stress: 1.00 Panel Point Moment 1830.19 1830.19 0.00 1555.36 1555.36 BCURz: Mid Panel Moment 1386.41 855.61 0.00 723.71 1200.57 171.6124 Panel Point fb 1466.39 9369.90 0.00 7962.87 1246.20 TC Shear Stress: Mid Panel fb 1159.90 1828.57 0.00 1546.67 1004.43 15,484.44 Fillers 0 0 10 0 0 BC Shear Stress: 18,226.86 Panel Point Stress 5,807.90 18,333.80 25,354.59 16,764.04 5,514.57 Mid Panel Stress 0.2988 0.6374 0.9907 0.5691 0.2688 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,553.78 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 390.31 9,029.40 3,031.37 3,330.33 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,305.22 4,826.79 281.39 970.64 2.02 x 0.077 1 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 280.00 4,826.79 1,159.55 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RI.III.r I.ir.VSTF_MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. b Name: 5814-0005 fJoINTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 30K280/170 TCX Left T 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 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 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) 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 11:11:59 AM Mark: J46 NEW MILLENNIUM R1.111_f'IINf.: SVSTPM<. Geomet Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 11:13:09 AM Mark: J48 Base Length: 37-51/2 Working Length: 37-1 1/2 Joist Depth: 30.00 Effective Depth: 29.07 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End DL (1) BC Panel 3-1 3/4 3-0 3/4 + TC Panel 2-5 3/4 2-3 3/4 LL (1) 170.00 170.00 TC + 0-0 First Half 1-9 1-6 500.00 0.00 TC + 18-8 3/4 First Diag. 4-10 3/4 4-6 3/4 42.00 Depth 30.00 30.00 37-5 1/2 Loads Load Type Category 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 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-8 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 37-5 1/2 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,690.74 Reaction RE: 5,694.12 Minimum Shear 1,423.53 Max TC Comp.: 21,807.38 Max BC Tension 21,442.78 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 898.95 6,300.42 0.00 0.00 8,506.37 1,158.69 46.08 0-2 V 1 S 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 2,986.37 21,807.38 21,442.78 2,957.48 1,845.90 252.74 37.70 16-10 3/4 Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,159.55 29.07 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:09 AM NEW MILLENNIUM Location: Joist Description: Mark: eini_nw11 SVSTFMS TUKWILA, WA Short Span Crimp 301(280/170 J48 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A268 = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00_ Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 329.84 LL 360: 240.83 LL 240: 361.24 Max Bridg TC: 16-2 3/4 Max Bridg BC: 17-6112 _ Top Chord Check End Panel LE First Panel LE - Interior Panel First Panel RE End Panel RE Gap Between 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 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 380.90Ryy: 380.9085 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 0.9688 BC Stress: 1.00 Panel Point Moment 2017.09 2017.09 0.00 1724.84 1724.84 BC L/Rz: Mid Panel Moment 1324.10 789.49 0.00 663.01 1144.10 171.6124 Panel Point fb 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 0.5367 0.5116 0.98941 0.4531 0.4777 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,553.78 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 390.31 9,029.40 3,031.37 3,330.33 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,305.22 4,826.79 281.39 970.64 2.02 x 0.077 1 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 280.00 4,826.79 1,159.55 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM RI.11I CIN(.: SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:13:09 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Mark: J48 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 BPL Length 0-4 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 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 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 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 STRESS ANALYSIS - PAGE 1 6, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 11:33:00 AM NEW MILLENNIUM Location: Joist Descnptron: Mark: RI tik_OifJG SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J49 Geometry Base Length: 37-0 3/4 Working Length: 36-8 3/4 Joist Depth: 28.00 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: • Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 3-1 3/8 ICI f 1iI I_I 111/11111 1111 itil 1 H 17 I:,IIIIII:I:1:1 III.IJ.1,1_I,C1=11111 LI(1:11 LI:I::1 111 l 111111 I-1 IIl 1 I 11111 l TC Panel 2-2 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 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 37-0 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,635.28 Reaction RE: 5,638.68 Minimum Shear. 1,409.67 Max TC Comp.: 22,998.04 Max BC Tension 22,566.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,264.27 7,889.19 0.00 0.00 8,503.76 1,157.99 42.94 0-2 V1S 1,322.03 7,711.83 0.00 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 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 3,145.25 22,998.04 22,566.52 3,111.06 1,885.43 257.91 36.14 16-5 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,164.841 27.02 NEW MILLENNIUM Fl1.111.r11Nr. SYSTEMS Chord Properties Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 Date Run: 8/4/2014 11:33:00 AM Mark: J49 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A288 = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K. Fy: 1.00 150,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 ILL 360: 235.84 LL 240: 353.76 Max Bridg TC: 16-4 7/8 Max Bridg BC: 18-5 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 24.38 27.00 24.00 28.00 25.38 Bending Load 280.00 280.00 0.00 280.00 280.00 Axial Load 7,889.19 7,711.83 22,998.04 8,008.81 8,213.55 fa 4,133.93 8,081.98 24,101.91 8,393.22 4,303.89 Maximum K Ur 75.84 84.01 44.51 87.12 Fcr 32,834.28 29, 844.96 43,257.25 28, 705.40 78.95 31, 698.16 Fa 19, 700.57 17,906.97 25,954.35 17,223.24 19,018.89 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 Panel Point Moment 1529.59 1529.59 0.00 1663.87 1663.87 Mid Panel Moment 1030.52 732.93 0.00 798.25 1114.73 Panel Point fb 1196.38 6751.38 0.00 7344.07 1301.41 Mid Panel fb 806.03 1349.08 0.00 1469.31 871.89 Fillers 0 0 6 0 0 Panel Point Stress 5,330.31 14,833.36 24,101.91 15,737.29 5,605.30 Mid Panel Stress 0.2340 0.4951 0.9286 0.5355 0.2525 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X 0.5000 Max Load Fillers TC: 25,013.30 Max Load no Fillers TC: 19,231.63 TC OAL/Ryy: 367.0040 BC Stress: 0.97 BC L/Rz: 162.9881 TC Shear Stress: 13,834.25 BC Shear Stress: 17,186.35 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 397.91 7,865.88 3,093.99 3,196.88 2.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 2,344.99 4,826.79 285.56 1,080.13 2.05 x 0.077 1 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 280.00 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetrical Joist Job Number. 5814-0005 NEW MILLENNIUM Location: Fl1.111-C11Nf. SYSTEMS TUKWILA, WA TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 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 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 J 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 1.2785 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 11:33:00 AM Mark: J49 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:33:35 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: Fl1.111_OINC7 Sv51-FM5 TUKWILA, WA Short Span Crimp 28K280/170 J49A Geometry Base Length: 37-0 3/4 Working Length: 36-8 3/4 Joist Depth: 28.00 Effective Depth: 26.91 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 3-1 3/8 Iv II I.I-I-11.11±1:1 Il l la:11111 l_IllJ1IlJ-IJ-LLLLI1:1:f I.(.111.I_I-LI LiII.! II I:I:I.I.1.111.111 11 :11_I.II-11.1.111.1IIII TC Panel 2-2 3/8 2-3 3/8 ,. First Half 1-6 1-6 i First Diag. 4-5 3/8 4-7 3/8 Depth 28.00 28.00 Loads Load Type Category 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 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 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 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 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 18-6 3/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 37-0 3/4 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 18-6 3/8 0-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 7,055.71 Reaction RE: 7,069.83 Minimum Shear. 1,767.46 Max TC Comp.: 32,039.06 Max BC Tension 27,893.00 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,357.33 10,229.68 0.00 0.00 10,798.90 3,299.92 42.87 0-2 VIS 2,415.31 10,034.43 0.00 0.00 2,439.07 3,114.86 28.38 2-23/8 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 18,435.83 3,955.09 2,162.92 6,168.64 36.06 6-5 3/8 W6 4,891.44 24,604.80 18,435.83 3,955.09 5,437.74 2,162.92 36.06 8-5 3/8 W7 4,891.44 24,604.80 24,137.32 5,827.78 1,856.67 4,423.15 36.06 10-5 3/8 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 8,558.80 32,039.06 27,893.00 7,700.48 2,368.15 1,550.41 36.06 16-5 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,332.00 2,938.88 26.91 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:33:35 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: BIJII.f-LNO 9VSTEMS TUKWILA, WA Short Span Crimp 28K280/170 J49A Chord Properties _ ___ __ __ Chord Area Rx Rz Ryy _ Y Ix _ Q Material 1 TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 1 BC 0_4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 i -- - - Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 391.19 LL 360: 294.96 LL 240: 442.43 Max Bridg TC: 17-71/8 Max Bridg BC: 13-8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.38 27.00 24.00 28.00 25.38 1.1250 BendingLoad 304.00 304.00 0.00 304.00 304.00 Min Weld Len 2x: 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 39.93 78.67 71.30 Max Load no Fillers TC: Fcr 35,483.05 32,825.57 44,498.84 31,799.76 34,478.54 26,983.18 Fa 21,289.83 19,695.34 26,699.31 19,079.86 20,687.12 342..2827 2827 34y: 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 0.9934 BC Stress: 0.97 Panel Point Moment 1674.53 1674.53 0.00 1821.14 1821.14 BC L/Rz: Mid Panel Moment 1114.22 790.80 0.00 861.46 1205.40 149.3466 Panel Point fb 1216.05 5082.95 0.00 5527.96 1322.51 TC Shear Stress: Mid Panel fb 735.40 1015.91 0.00 1106.68 795.58 13,767.17 Fillers 0 0 6 0 0 BC Shear Stress: 17,564.85 Panel Point Stress 5,874.38 13,163.51 25,800.50 13,917.47 6,169.27 Mid Panel Stress 0.2409 0.4426 0.9663 0.4752 0.2582 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,469.18 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 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 1,856.67 10,795.89 4,423.15 5,114.21 2.31 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,692.26 7,865.88 1,856.67 3,261.36 2.44 x 0.102 1 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 V2 2,332.00 7,865.88 2,938.88 4,119.46 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 " Symmetrical Joist NEW MILLENNIUM HL111_f11Nr SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number.. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:33:35 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K2801170 Mark: J49A 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 1/2 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 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 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:42:58 AM NEW MILLENNIUM Location: Joist Description: Mark: ni.iu_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J5 Geometry Base Length: 17-91/2 Working Length: 17-51/2 Joist Depth: 14.00 Effective Depth: 13.21 BC Panel Length: 8 © 1-8 Shape: Parallel Chords 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 0-10 0-10 First Diag. 3-0 3/4 3-0 3/4 Depth 14.00 14.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 17-9 1/2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,929.88 Reaction RE: 2,937.02 Minimum Shear: 734.26 Max TC Comp.: 11,398.74 Max BC Tension 11,398.74 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 638.72 4,726.69 0.00 0.00 5,873.35 723.96 28.05 0-2 V1S 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 11,398.74 1,440.76 114.97 925.83 16.57 7-2 3/4 W10 1,440.76 11, 398.74 11, 398.74 1,440.76 340.47 921.01 16.57 8-0 3/4 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/2014 10:42:58 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.iu_nwr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J5 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: of Inertia: 50,000.00 1Fb: 30,000.00 1Mom 45.39 LL 360: 318.67 LL 240: 478.00 Max BridgTC: 10-0 3/4 Max BridgBC: 15-1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE GapBetweenChords: l 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 11,398.74 4,419.70 4,726.69 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 Ur 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 TC 269..72087208 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 0.9813 BC Stress: 0.73 Panel Point Moment 711.88 795.52 0.00 795.52 711.88 BC L/Rz: Mid Panel Moment 326.76 412.97 0.00 412.97 326.76 77.7001 Panel Point lb 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 13,440.29 Fillers 0 0 3 0 0 BC Shear Stress: 13,440.29 Panel Point Stress 16,353.31 16,614.41 21,945.98 16,614.41 16,353.31 Mid Panel Stress 0.4463 0.5129 0.8974 0.5129 0.4463 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 5,873.35 6,776.60 723.96 2,044.47 2.23 x 0.177 1 R056 = round 9/16 V1 S 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 5,947.89 263.41 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 1,627.66 5,947.89 175.61 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W7 175.61 5,947.89 1,573.90 2,342.46 2.00 x 0.170 1 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 340.47 5,947.89 921.01 2,342.46 2.00 x 0.170 1 R050 = round 1/2 ' Symmetrical Joist NEW MILLENNIUM R1.111_flUNr SYSTEMS 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 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 3/8 Clear Bearing 0-5 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 J Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 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 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 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 Date Run: 8/1/2014 10:42:58 AM Mark: J5 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:07 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark: euui_nwr, SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 J51 Geometry Base Length: 37-0 3/4 Working Length: 36-8 3/4 Joist Depth: 28.00 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 3-1 3/8 CI I1 I Ill I I I I_l Erin w111 I CI I l l i u, I I I_I;1_IllI I I 1_111_1J 1_CI I I I II,f art lil LI_Ill;Ll.I_I I IJ LI I LLI U 11 TC Panel 2-2 3/8 2-3 3/81• II ._I:ILI - I. First Half 1-6 1-6 l First Diag. 4-5 3/8 4-7 3/8 Depth 28.00 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC- 0-0 37-0 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,635.28 Reaction RE: 5,638.68 Minimum Shear 1,409.67 Max TC Comp.: 22,998.04 Max BC Tension 22,566.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,264.27 7,889.19 0.00 0.00 8,503.76 1,157.99 42.94 0-2 V1S 1,322.03 7,711.83 0.00 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 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 3,145.25 22, 998.04 22, 566.52 3,111.06 1,885.43 257.91 36.14 16-5 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,164.84 27.02 STRESS ANALYSIS - PAGE 2 0Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:07 AM NEW /MILLENNIUM Location: Joist Description: Mark: FII.111_CIINli SVSTRMS TUKWMLA, WA Short Span Crimp 28K2801170 J51 Chord Properties Chord Area Rx Rz Ryy ___ - Y -- Ix Q Material 1 TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 _ Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 235.84 LL 240: 353.76 Max Bridg TC: 16-4 7/8 Max Bridg BC: 18-5 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 Mn Wel 015000d Len 2x.• 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 Ur 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 Fa 19,700.57 17,906.97 25,954.35 17,223.24 19,018.89 367..0040 0040 TC : 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 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 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 Mid Panel Stress 0.2340 0.4951 0.9286 0.5355 0.2525 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 397.91 7,865.88 3,093.99 3,196.88 2.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 2,344.99 4,826.79 285.56 1,080.13 2.05 x 0.077 1 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 280.00 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM RI.111_[IINC SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:35:07 AM Joist Description: Short Span Crimp 281(280/170 Mark: J51 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 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 L/80 0.00 Reqd TL Def 1180 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 1.2785 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 STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:35:39 AM NEW MILLENNIUM Location: Joist Description: Mark: Ftl.11l_noNr, sV s7FMr+ TUKWILA, WA Short Span Crimp 281(280/170 J52 Geometry rBase Length: 37-0 3/4 Working Length: 36-8 3/4 Joist Depth: 28.00 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 3-1 3/8 011.1111 I I l: I L111111=11_1:1-111:111-:..11[1:1 111:11 I I 1 I II 1=1] I, Ill li f1a 11m[I [Ill I I=Cl. i i I i 1111 _I i I 111, I TC Panel 2-2 3/8 2-3 3/8 1 _LIa111111 First Half 1-6 1-6 \.'F , First Diag. 4-5 3/8 4-7 3/8 Depth 28.00 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 37-0 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,635.28 Reaction RE: 5,638.68 Minimum Shear: 1,409.67 Max TC Comp.: 22,998.04 Max BC Tension 22,566.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,264.27 7,889.19 0.00 0.00 8,503.76 1,157.99 42.94 0-2 V1S 1,322.03 7,711.83 0.00 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 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 3,145.25 22,998.04 22,566.52 3,111.06 1,885.43 257.91 36.14 16-5 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,164.841 27.02 STRESS ANALYSIS - PAGE 2 �,7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:35:39 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.111_I'11Nr SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J52 Chord Properties I Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 235.84 LL 240: 353.76 Max Bridg TC: 16-4 7/8 Max Bridg BC: 18-5 718 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 0..5 Weld Len 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 Fa 19,700.57 17,906.97 25,954.35 17,223.24 19,018.89 367..0040 0040 TC : 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 BCLJRz: 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 TCShearStress: 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 0.2340 0.4951 0.9286 0.5355 0.2525 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 397.91 7,865.88 3,093.99 3,196.88 2.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 2,344.99 4,826.79 285.56 1,080.13 2.05 x 0.077 1 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 280.00 4,826.79 1,164.84 1,912.10 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM FI1.111.❑INr. SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 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 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 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 1.2785 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 11:35:39 AM Mark: J52 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:12:41 PM NEW MILLENNIUM Location: Joist Description: Mark: RIMS.MINI: S.VSTPMS TUKWILA, WA Short Span Crimp 16KA260/160 J53 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 I ! 1 - First Half 1-0 1-0 I / First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 16.00 Loads Load Type Category 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) WL (2) 350.00 0.00 TC- 12-0 12-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,834.08 Reaction RE: 3,484.56 Minimum Shear. 958.52 Max TC Comp.: 15,475.64 Max BC Tension 16,179.82 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 3-8 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 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 5,365.10 15,475.64 16,179.82 5,408.24 734.24 1,793.53 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,132.57 15.18 STRESS ANALYSIS - PAGE 2 G_ Job Number 5814-0005 Job Name: ^ - INTERURBAN OFFICES - SHOPORDERS Date Run: - -_ 8/4/20141:12:41 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.iu_ninir. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J53 Chord Properties r Chord Area Rx Rz Ryy Y Ix Q _ _ __ __ Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 72.02 LL 360: 221.13 LL 240: 331.70 Max Bridg TC: 13-101/4 Max Bridg BC: 11-41/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 22.25 19.38 1.1250 BendingLoad 260.00 0.00 0.00 0.00 260.00 0 5n Weld Len 2X 0 5000 Axial Load 6,840.18 6,558.61 15,475.64 5,610.74 5,915.32 Max Load Fillers TC: fa 10,436.65 10,007.04 23,612.51 8,560.79 9,025.52 16,025.28 Maximum K L/r 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 OAU Ryy: 2555.4425.442 2 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 BCL/Rz: 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 14,234.74 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 0.5520 0.6266 0.9754 0.5200 0.4844 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 734.24 4,826.79 1,793.53 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 • 424.33 4,826.79' 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,132.57 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_01Nr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:12:41 PM Joist Description: Short Span Crimp 16KA260/160 Mark: J53 TCX Left 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 Total Load 260.00 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 L/120 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 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 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 STRESS ANALYSIS - PAGE 1 „1 Job Number. 5814-0005 Job Name: I INTERURBAN OFFICES - SHOPORDERS Date Run: f 814120141:13:01 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_OI1,111 SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J53A Geometry _____ Base Length: 23-4 Working Length. 23-0 Joist Depth. 16.00 Effective Depth. 15.18 BC Panel Length. 5 @ 4-0 Shape. Parallel Chords 1 Variable Left End Right End 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 16.00 Loads Load Type Category 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) WL (2) 350.00 0.00 TC - 12-0 12-0 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 3,834.08 Reaction RE: 3,484.56 Minimum Shear: 958.52 Max TC Comp.: 15,475.64 Max BC Tension 16,179.82 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 1-93/8 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 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 5,365.10 15,475.64 16,179.82 5,408.24 734.24 1,793.53 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 300.00 1,132.57 I 15.18 NEW MILLENNIUM Fl l.11l_plNr SVSTFINS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA260/160 Date Run: 8/4/2014 1:13:01 PM Mark: J53A Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 72.02 LL 360: 221.13 LL 240: 331.70 Max Bridg TC: 13-101/4 Max Bridg BC: 11-41/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 19.38 23.00 24.00 22.25 19.38 Bending Load 260.00 0.00 0.00 0.00 260.00 Axial Load 6,840.18 6,558.61 15,475.64 5,610.74 5,915.32 fa 10,436.65 10,007.04 23,612.51 8,560.79 9,025.52 Maximum K Ur 72.46 86.01 53.74 83.21 72.46 Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 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 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 Fillers 0 0 6 0 0 Panel Point Stress 17,252.24 17,893.81 23,612.51 16,160.57 15,529.69 Mid Panel Stress 0.5520 0.6266 0.9754 0.5200 0.4844 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X. 0.5000 Max Load Fillers TC: 16,025.28 Max Load no Fillers TC: 11,000.07 TC OAL/Ryy: 255.4422 BC Stress: 0.90 BC L/Rz: 187.8669 TC Shear Stress: 14,234.74 BC Shear Stress: 15,727.11 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 734.24 4,826.79 1,793.53 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.33 4,826.79 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,132.57 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM n1.11LOINf S'I TEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 TCX Left 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 Total Load 260.00 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 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: 8/4/20141:13:01 PM Mark: J53A NEW MILLENNIUM R1.111_f.71 N(. SVSTRINS Geomet Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:13:16 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260N60 Mark: J54 Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End DL (1) BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 - � r •I ,, .1!'...... First Half 1-0 1-0 First Diag. 3-8 3/8 3-7 5/8 Conc @ any pp (lbs) Depth 16.00 16.00 Loads Load Type Category 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) 750.00 0.00 TC + 19-8 19-8 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 3,680.27 0-0 23-4 Conc Load (lbs) WL (2) 750.00 0.00 TC- W6 3-8 3-8 Conc Load (lbs) WL (2) 750.00 0.00 TC - 19-8 19-8 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,581.63 Reaction RE: 3,587.06 Minimum Shear. 896.77 Max TC Comp.: 15,080.90 Max BC Tension 15,862.27 J Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,400.12 6,334.88 0.00 0.00 7,616.53 2,682.98 33.95 0-2 V 1 S 2,337.50 6,046.67 0.00 0.00 424.33 1,250.50 18.74 1-9 3/8 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 4,207.51 15,080.90 15,862.27 4,271.86 576.78 1,677.98 28.40 9-8 3/8 ymmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length 1 V2 Interior 300.00 1,085.98 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:16 PM NEW MILLENNIUM Location: Joist Description: Mark: RLIILOING SV STEMS Chord Properties TUKWILA, WA Short Span Crimp 16KA260/160 J54 Chord _ Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213- 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 J Axial and Bending Analysis K: 1.00 _ _ F : 50,000.00 _ Fb: 30,000.00 Mom of Inertia: 360: 72.02 - ILL 221.13 LL 240: 331.70 _ Max Brid TC: 13-101/4 _ Max BridgBC: - ] 12-91/ Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 22.25 19.38 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Min Weld Len 2X: 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 23,010.23 9,033.78 9,427.01 16,025.28 Maximum K L/r 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 Tco4 255.442222 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 BC Stress: 0.89 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BCURz: 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 0.5139 0.5813 0.9505 0.5465 0.5042 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 576.78 4,826.79 1,677.98 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.33 4,826.79 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Fl1.111_f'IINr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 1:13:16 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 Mark: J54 TCX Left 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 Total Load 260.00 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 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:29 PM NEW MILLENNIUM Location: Joist Description: Mark: RIII_nING 9VSTEMS. TUKWILA, WA Short Span Crimp 16KA260/160 J54A Geometry Base Length: 23-4 Working Length: 23-0 _ _ _ Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End 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 16.00 Loads Load Type Category 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) 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) 750.00 0.00 TC - 19-8 19-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,581.63 Reaction RE: 3,587.06 Minimum Shear. 896.77 Max TC Comp.: 15,080.90 Max BC Tension 15,862.27 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 4,207.51 15,080.90 15,862.27 4,271.86 576.78 1,677.98 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,085.98 15.18 NEW MILLENNIUM A1.111_I11Nr SYSTEM-. Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/2014 1:13:29 PM Mark: J54A Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 72.02 LL 360: 221.13 LL 240: 331.70 Max Bridg TC: 13-101/4 Max Bridg BC: 12-91/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 19.38 23.00 24.00 22.25 19.38 Bending Load 260.00 0.00 0.00 0.00 260.00 Axial Load 6,334.88 6,046.67 15,080.90 5,920.74 6,178.46 fa 9,665.67 9,225.92 23,010.23 9,033.78 9,427.01 Maximum K Ur 72.46 86.01 53.74 83.21 72.46 Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 Fa 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 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 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 Fillers 0 0 6 0 0 Panel Point Stress 16,481.26 17,112.69 23,010.23 16,633.56 15,931.18 Mid Panel Stress 0.5139 0.5813 0.9505 0.5465 0.5042 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 16,025.28 Max Load no Fillers TC: 11,000.07 TC OAL/Ryy: 255.4422 BC Stress: 0.89 BC L/Rz: 187.8669 TC Shear Stress: 13,251.96 BC Shear Stress: 14,641.30 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 576.78 4,826.79 1,677.98 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.33 4,826.79 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetrical Joist G7 NEW MILLENNIUM s ull_r)INr: SVSTFMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name- -- - - - _ - - -- - -- - ----- - -- -- INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA260/160 TCX Left 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 LBPL 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 0.05 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 1 Regd 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 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 Date Run: 8/4/2014 1:13:29 PM Mark: J54A 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:13:43 PM NEW MILLENNIUM Location: Joist Description: Mark: F11111.1'3 INC Sv5TFMS TUKWILA, WA Short Span Crimp 16KA260/160 J57 Geometry Base Length: 23-4 3/4 Working Length: 23-0 3/4 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-9 3/8 1_1_1111_11,1:1:111.111_,1_1_111_ lauil 111elal:faa art a:.l!ui.LII_IJ.ujj.LI-IfJaa=ll Illlinu ll-la:,lll=klllal I First Half 1-0 1-0 , , First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category 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 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC- 11-8 3/8 0-0 Conc Load (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 148.00 Reaction LE: 3,899.27 Reaction RE: 3,911.66 Minimum Shear. 977.92 Max TC Comp.: 16,560.03 Max BC Tension 17,916.97 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,177.46 6,442.87 0.00 0.00 8,341.09 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 3,985.17 19.33 2-83/8 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 3,785.69 16,560.03 17,916.97 4,575.48 1,194.79 1,831.35 28.39 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. [ Length V2 Interior 1,276.00 1,773.22 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:43 PM NEW MILLENNIUM Location: Joist Description: Mark: ei1i1.n1n4r SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J57 Chord Properties Chord Area --- Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 227.58 LL 240: 341.37 Max Bridg TC: 14-2 Max Bridg BC: 12-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 23.00 19.38 1.1250 BendingLoad 272.00 0.00 0.00 0.00 272.00 0 Min 00WelLen 2X 0 5000 Axial Load 6,442.87 6,138.94 16,560.03 5,997.81 6,346.33 Max Load Fillers TC: fa 9,038.82 8,612.44 23,232.36 8,414.43 8,903.38 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 21,023.30 250..5110 5110 TC : F'e 165, 713.86 117, 594.39 107, 999.01 117, 594.39 165, 713.86 Cm 0.9727 0.9634 0.8559 0.9642 0.9731 BC Stress: 1.00 Panel Point Moment 922.64 1061.35 0.00 1036.00 1018.68 BcLRz: Mid Panel Moment 407.29 506.84 0.00 471.49605.87 187.8669 Panel Point fb 6315.62 7265.11 0.00 7091.60 6973.02 TC Shear Stress: Mid Panel fb 1153.54 1435.50 0.00 1335.39 1715.97 13,268.68 Fillers 0 0 4 0 0 BC 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 0.4668 0.5194 0.9455 0.5052 0.4783 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,194.79 4,826.79 1,831.35 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 1,630.17 4,826.79 2,126.29 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1,276.00 4,826.79 1,773.22 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM H1.111_f111Vf. SVSTFMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/20141:13:43 PM Mark: J57 r 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 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 U80 0.05 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1461 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000 Reqd MI 0.0016 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: l 8/4/2014 1:14:39 PM NEW MILLENNIUM Location: Joist Description: Mark: e1.111_nwr SVSTFAAS TUKWILA, WA Short Span Crimp 16KA2601160 J57A Geometry Base Length: 23-4 3/4 _ Working Length: 23-0 3/4 Joist Depth: Depth: 16.00 1Effective 14.98 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-9 3/8 ` - % - - i - /\ First Half 1-0 1-0 . First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category 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 (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: LE: 48.00 1Reaction 5,656.51 Reaction RE: 5,668.78 Minimum Shear: 1,417.19 Max TC Comp.: 23,740.15 Max BC Tension 26,319.80 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,203.45 8,489.47 0.00 0.00 12,385.25 2,456.80 33.87 0-2 V1S 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 3,403.62 23,740.15 26,319.80 3,288.54 2,575.87 3,126.52 28.29 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,500.00 3,287.16 14.98 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:39 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.111_nwc SVSTRMS TUKWILA, WA Short Span Crimp 16KA260/160 J57A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 107.32 LL 360: 326.87 LL 240: 490.30 Max Bridg TC: 15-4 3/4 Max Bridg BC: 20-71/2 Top Chord Check End Panel LE First Panel LE Interior Pan& First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 23.00 19.38 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 8,054.65 8,391.77 fa 8,896.95 8,590.94 24,879.64 8,441.26 8,794.57 Max Load Fillers TC: 25,013.30 Maximum K L/r 60.28 71.56 44.51 71.56 60.28 Max Load no Fillers TC: Fcr 38,332.98 34,383.66 43,257.25 34,383.66 38,332.98 19,231.63 Fa 22,999.79 20,630.20 25,954.35 20,630.20 22,999.79 230..4444 4444 Tc : F'e 221,673.67 157,304.75 144,469.14 157,304.75 221,673.67 Cm 0.9799 0.9727 0.8846 0.9732 0.9802 BC Stress: 0.92 Panel Point Moment 877.70 1015.64 0.00 990.30 973.74 BC L/Rz: Mid Panel Moment 382.83 486.04 0.00 450.69 579.14 149.3466 Panel Point fb 3874.03 4482.89 0.00 4371.01 4297.92 TC Shear Stress: Mid Panel fb 704.66 894.63 0.00 829.57 1065.99 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 12,812.27 13,092.49 Mid Panel Stress 0.4088 0.4448 0.9586 0.4354 0.4155 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 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 2,575.87 7,865.88 3,126.52 4,184.06 2.06 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 3,155.77 7,865.88 3,986.56 5,073.30 2.63 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 2,500.00 4,826.79 3,287.16 3,363.87 2.87 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RiIII.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 Crimp 16KA260/160 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 1:14:39 PM Mark: J57A TCX Left I- 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 260.00 Total Load r 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 L/120 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 Mom of Inertia 0.0000 Reqd MI 0.0016 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: 8/4/2014 1:14:39 PM Mark: J57A STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 lJob Name: INTERURBAN OFFICES - SHOPORDERS J Date Run: 8/4/20141:14:08 PM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: tll.11l_nlNr, SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J57B Geometry Base Length: 23-4 3/4 Working Length: 23-0 3/4 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords [ Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-10 3/8 LIII 1:111,[11:11:1;!11.11:11:1 Ill:l:1:11:,1:1_111II-Il•1„1:1-111,1:1:111:1-111:1:11 IllI-I1,1 1:1,1111:1:111 1111111111.11111 First Half 1-0 1-01.--',i First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 23-4 3/4 Uniform (pif) DL (1) 100.00 100.00 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 Uniform (pif) 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 (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: Reaction LE: 48.00 13,899.27 Reaction RE: 3,911.66 Minimum Shear. 977.92 Max TC Comp.: 16,560.03 Max BC Tension 17,916.97 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 3,785.69 16,560.03 17,916.97 4,575.48 1,194.79 1,831.35 28.39 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,276.00 1,773.22 15.16 ,, Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:08 PM NEW MILLENNIUM Location: Joist Description.: Mark: 111.111 minim SYSTEMS Chord Properties TUKWILA, WA Short Span Crimp 16KA260/160 J57B Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 1 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.9962 A18B = 1.3750 x 0.118 -0.0545 _ _ Axial and Bending Analysis _ K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 227.58 LL 240: 341.37 Max Bridg TC: 14-2 Max Bridg BC: 12-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 22.00 20.38 1.1250 Bending Load 272.00 0.00 0.00 0.00 272.00 Min Weld Len 2X' 0 5000 Axial Load 6,442.87 6,138.94 16,560.03 6,006.78 6,323.62 Max Load Fillers TC: fa 9,038.82 8,612.44 23,232.36 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 24,571.04 19,007.94 20,262.03 250..5110 5110 TC : 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 0.9704 B- C stress: 1.00 Panel Point Moment 922.64 1061.35 0.00 1025.89 1025.90 BCL/Rz: Mid Panel Moment 407.29 506.84 0.00 373.72 703.57 187.8669 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 0.4668 0.5194 0.9455 0.4777 0.5019 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 1,194.79 4,826.79 1,831.35 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 1,630.17 4,826.79 2,126.29 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1,276.00 4,826.79 1,773.22 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM H1.111_IIINf. SYSTRMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:08 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 Mark: J57B 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 0-3 7/8 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 U80 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 0.1461 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 0.0000 Mom of Inertia 0.1550 Mom of Inertia 0.0000 Reqd MI 0.0016 Reqd MI 0.0000 Seat Type: Lapped Seat Type: Lapped r 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM NEW MILLENNIUM Location: Joist Description: Mark: rii.tu_nwr. SVSTeMS TUKWILA, WA Short Span Crimp 16KA260/160 J57C Geometry _ __ Base Length: 23-4 3/4 _ _ _ Working Length: 23-0 3/4 Joist Depth: 16.00 Effective Depth: 14.98 BC Panel Length: 5 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-10 3/8 �\ i -,( \ First Half 1-0 1-0 y7 First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category 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 (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,656.51 Reaction RE: 5,668.78 Minimum Shear. 1,417.19 Max TC Comp.: 23,740.15 Max BC Tension 26,319.80 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 3,403.62 23,740.15 26,319.80 3,288.54 2,575.87 3,126.52 28.29 9-8 3/8 ., * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 2,500.00 3,287.161 14.98 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:14:26 PM NEW MILLENNIUM Location: Joist Description: Mark: a1.ui_nwr.. SV STEMS TUKWILA, WA Short Span Crimp 16KA260/160 J57C Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 107.32 ,LL 360: 326.87 LL 240: 490.30 Max Bridg TC: 15-4 3/4 Max Bridg BC: 20-71/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 0..5 Weld Len 2X 0.5000 Axial Load 8,489.47 8,197.48 23,740.15 8,063.33 8,369.80 fa 8,896.95 8,590.94 24,879.64 8,450.36 8,771.54 Max Load Fillers TC: 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 BCL/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 0.4088 0.4448 0.9586 0.4175 0.4310 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 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 2,575.87 7,865.88 3,126.52 4,184.06 2.06 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 3,155.77 7,865.88 3,986.56 5,073.30 2.63 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 2,500.00 4,826.79 3,287.16 3,363.87 2.87 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist Job Number: 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1.1uLr,IMr. SV TF A TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/2014 1:14:26 PM Mark: J57C TCX Left r 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 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 U120 0.00 Section Modulus 0.2266 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 0.0000 Mom of Inertia 0.2774 Mom of Inertia 0.0000 Reqd MI 0.0016 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 G7 NEW MILLENNIUM R1.111_f.11Nr. SYSTEMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:36:49 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J58 Base Length: 20-101/4 Working Length: 20-6114 Joist Depth: 14.00 Effective Depth: 13.18 BC Panel Length: 10 © 1-8 Shape: Parallel Chords Variable Left End Right End I-LII_la II_l I1 I.I fall I I Ilaa I_I:Llaa l I I.LIeI pl l I LI.I:LII_Ll.11lr[Ila 1.1.1 ITI CI1.1_I II.I:I:IL,LCII.I:I-l_la_I I[I I: Il BC Panel 2-0 1/8 2-2 1/8 TC Panel 1 2 1/8 1-4 1/8 First Half 0-10 0-10 First Diag. 2-10 1/8 3-0 1/8 20-10 1/4 Depth 14.00 14.00 Loads Load Type Category 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 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 (plf) WL (2) 42.00 42.00 TC - 0-0 20-10 1/4 Stress Analysis Summa Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,360.72 Reaction RE: 3,366.82 Minimum Shear: 841.70 Max TC Comp.: 16,985.88 Max BC Tension 15,510.03 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,673.74 7,553.08 0.00 0.00 6,289.68 800.49 25.75 0-2 V1S 2,755.99 7,607.09 0.00 0.00 442.78 1,193.96 16.55 1-21/8 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 3-81/8 W6 1,537.18 13,320.31 10,230.03 1,380.53 2,268.73 267.98 16.55 4-6 1/8 W7 1,537.18 13,320.31 12,698.08 1,693.84 267.98 2,222.81 16.55 5-4 1/8 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 1,999.18 16,985.88 15,510.03 2,001.84 1,056.50 1,056.50 16.55 9-6 1/8 ymmetncai Jois STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:36:49 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ni_owr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J58 Chord Properties Chord - Area - Rx - Rz Ryy - --- Y --------------- Ix Q - - - Material TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: LL 360: 50.46 1218.17 LL 240: 327.25 Max Bridg TC: 10-2 3/4 Max Bridg BC: 12-91/2 l Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 12.13 20.00 20.00 20.00 14.13 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 0in Weld Len 2X. 00 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 44.78 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 Fa 25,720.63 19,879.33 25,815.53 19,879.33 24,381.70 305..3847 3847 TC : 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 0.9980 BC Stress: 1.00 Panel Point Moment 755.80 783.69 0.00 781.61 763.56 BC tJRz: Mid Panel Moment 391.61 396.92 0.00 394.08 313.01 77.7001 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 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 0.1023 0.6049 1.0039 0.6258 0.2082 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,268.73 5,947.89 267.98 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W7 267.98 5,947.89 2,222.81 2,363.63 2.00 x 0.170 1 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 1,056.50 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 Symmetrical Joist NEW MILLENNIUM R1.111_IIINr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Date Run: 8/4/2014 11:36:49 AM Mark: J58 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 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 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 1.0094 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 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+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 STRESS ANALYSIS - PAGE 1 0 Job Number.Job 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:05 AM NEW MILLENNIUM Location: Joist Description: Mark: rai.iu_nwr., sysrenns TUKWILA, WA Short Span Round 14K2801170 J58A Geometry Base Length: 20-101/4 Working Length: 20-61/4 _ _ _ Joist Depth: 14.00 1 Effective Depth: 13.18 BC Panel Length: 10 @ 1-8 -- Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-3 1/8 1-3 1/8 111-1:111 I rir111I Ii j:1:Ir1:IJJ-IJ.:i iiii I .1 111.r1171,1-1-11-1-IJJ,IJ1-LI:I:I1J-1:LI:1111 LI LI 11111-1-1.-.1111 L.I:J:I �- First Half 0-10 0-10 ! .\ '.'! First Diag. 2-11 1/8 2-11 1/8 _ Depth 14.00 14.00 Loads Load Type Category 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 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 (plf) WL (2) 42.00 42.00 TC - 0-0 20-10 1/4 Stress Analysis Summary Int. Panel TC. 20.00 Max Panel BC. 20.00 Reaction LE: 3,360.72 Reaction RE' 3,366.82 Minimum Shear. 841.70 Max TC Comp • 16,986.66 Max BC Tension 15,474.25 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 0.00 0.00 437.03 1,179.32 16.55 1-31/8 W3 2,704.52 7,470.60 6,876.54 937.25 439.32 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 4-7 1/8 W7 1,521.38 13,207.78 12,591.49 1,680.70 263.59 2,193.52 16.55 5-5 1/8 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 1,999.32 16, 986.66 15, 474.25 1,999.32 336.76 1,056.50 16.55 9-7 1/8 * Symmetrical Joist NEW MILLENNIUM AI.111_f.71 NI. SVS1FMG Chord Properties Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 I J58A Date Run: 8/4/2014 9:01:05 AM • Mans: Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 50.46 LL 360: 218.17 LL 240: 327.25 Max Bridg TC: 10-2 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 13.13 20.00 20.00 20.00 13.13 Bending Load 280.00 0.00 0.00 0.00 280.00 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 Maximum K Ur 49.08 74.79 44.78 74.79 49.08 Fcr 41, 779.55 33,132.21 43,025.89 33,132.21 41, 779.55 Fa 25,067.73 19,879.33 25,815.53 19,879.33 25,067.73 F'e 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 Panel Point Moment 759.11 782.80 0.00 782.80 759.11 Mid Panel Moment 353.45 395.71 0.00 395.71 353.45 Panel Point fb 639.71 6078.70 0.00 6078.70 639.71 Mid Panel fb 297.86 1274.56 0.00 1274.56 297.86 Fillers 0 0 7 0 0 Panel Point Stress 5,422.14 17,477.23 25,918.01 17,477.23 5,422.14 Mid Panel Stress 0.1054 0.6154 1.0040 0.6154 0.1054 Web Design Max Bridg BC: 12-9 5/8 Gap Between Chords: 0.5000 Min Weld Len 2X.• 0.5000 Max Load Fillers TC: 17,088.70 Max Load no Fillers TC: 13,159.20 TC OAURyy: 305.3847 BC Stress: 0.99 BC L/Rz: 77.7001 TC Shear Stress: 12,285.85 BC Shear Stress: 15,487.93 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 W6 2,247.10 5,947.89 263.59 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W7 263.59 5,947.89 2,193.52 2,363.63 2.00 x 0.170 1 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 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W12 336.76 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM F11.111.171Nr. SV.STFMS 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 F 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 0-5 1/8 Clear Bearing 0-5 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 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 1.0094 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 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 9:01:05 AM Mark: J58A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM NEW MILLENNIUM Location: Joist Description: Mark: 81.111_f.711Vf. 5v5TEM5 TUKWILA, WA Short Span Round 14K280/170 J58B Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 Effective Depth: 13.09 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 FTI -I TC Panel 1-3 1/8 1-3 1/8 • 1.11=1 III_I I I I 1111 11:1 1:111111II 1 I Isll 11111:11=11 i]i1=11 I L JTJ l I I IRI I I I IIi1 I I IL01f I1 Isl1_t I IFIr First Half 0-10 0-10 -'>... . , First Diag. 2-11 1/8 2-11 1/8 Depth 14.00 14.00 Loads Load Type Category 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) 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 20-10 1/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 4,018.04 Reaction RE: 4,033.29 Minimum Shear: 1,008.32 Max TC Comp.: 21,474.61 Max BC Tension 18,474.61 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,610.14 8,784.11 0.00 0.00 7,884.35 2,005.14 26.57 0-2 VIS 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 3-91/8 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 4,320.72 21,474.61 18,474.61 4,320.72 1,012.84 1,268.85 16.47 9-7 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 ,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_O .r. S,N, TFMS TUKWILA, WA Short Span Round 14K280/170 J586 Chord Properties _ Chord Area Rx Rz Ryy Y Ix Q __ Material l TC 0.4306 0.5149 0.3062 0.8995 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 J Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 63.96 LL 360: 276.52 LL 240: 414.77 Max Bridg TC: 11-4 7/8 Max Bridg BC: 10-1 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 13.13 20.00 20.00 20.00 13.13 0.5000 Bending Load 304.00 0.00 0.00 0.00 304.00 MWel 0�5000d len 2X.• Axial Load 8,784.11 8,496.54 21,474.61 8,496.54 8,784.11 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 Tco7URyyR 273.7497 1,396,989.13 189,707.09 189,707.11 189,707.09 1,396,989.13 F'e - Cm 0.9983 0.9740 0.9119 0.9740 0.9983 BC Stress: 0.94 Panel Point Moment 814.00 852.64 0.00 852.64 814.00 BC URz: 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 0.00 926.13 300.68 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 --_ -_- Mid Panel Stress 0.1023 0.4785 0.9345 0.4785 0.1023 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 7,884.35 8,366.44 2,005.14 3,630.78 2.87 x 0.185 1 R062 = round 5/8 V1S 1,654.83 9,296.04 2,172.42 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 2,943.80 9,296.04 982.15 5,285.95 2.00 x 0.185 1 R062 = round 5/8 W7 874.73 9,296.04 2,809.52 5,285.95 2.00 x 0.185 1 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 1,012.84 5,947.89 1,268.85 2,463.33 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM RI 111_1:11N11 SVSTFMS TCX Design Job Number: 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM Location: TUKWILA, WA Joist Description: Short Span Round 141(280/170 Mark: J58B 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 1-8 BPL Length 1-8 Clear Bearing 0-4 7/8 Clear Bearing 0-4 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 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.1953 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) 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 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:37:33 AM NEW MILLENNIUM Location: Joist Description: Mark: et.ui-nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J58C Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 -- - Effective Depth: 13.00 --- -- BC Panel Length: 10 © 1-8 -- - Shape: Parallel Chords Variable Left End Right End BC Panel 2-0 1/8 2 2 1/8 -=l I Illi/ 11III FIJ-11=1f1 t 11.1-1:1111111=I 1:111-1-11 TC Panel 1-2 1/8 1-4 1/8\.,'•, I LI:I;1 IT.I L1 1-11_LIISLI=1 1-11-.11-1-1111j1-1:11.111-1_11111.111,11:11 First Half 0-10 0-10 .. ' First Diag. 2-10 1/8 3-0 1/8 Depth 14.00 14.00 Loads Load Type Category 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 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 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 pp (lbs) SM (2) 1,000.00 0.00 TC- 10-5 1/8 0-0 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 4,822.92 Reaction RE: 4,848.23 Minimum Shear: 1,212.06 Max TC Comp.: 26,013.85 Max BC Tension 22,286.12 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 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 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 3-81/8 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 5-4 1/8 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 8,408.68 24,981.04 20,025.96 7,601.12 2,307.68 1,647.71 16.40 7-10 1/8 W11 8,408.68 24,981.04 22,286.12 9,216.23 1,421.56 2,055.85 16.40 8-81/8 W12 9,135.48 26,013.85 22,286.12 9,216.23 1,774.11 1,529.07 16.40 9-61/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:37:33 AM NEW MILLENNIUM Location: Joist Description: Mark: ei,nt_nwr. SVSTFMS TUKWILA, WA Short Span Round 14K2801170 J58C Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5206 0.5580 0.3331 0.9584 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 BC 0.3882 0.4962 0.2945 0.8733 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 75.45 LL 360: 326.18 LL 240: 489.27 Max Bridg TC: 12-1 7/8 Max Bridg BC: 8-2 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 fa 5,070.68 9,448.00 24,984.48 9,937.06 5,334.64 Max Load Fillers TC: 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 Tco9 256.939696 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 BC Stress: 0.98 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: 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: 15,593.18 Panel Point Stress 5,681.94 12,798.16 24,984.48 13,270.02 5,958.39 Mid Panel Stress 0.1041 0.4323 0.9233 0.4533 0.2103 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 3,760.29 9,296.04 2,067.72 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W7 1,841.56 9,296.04 3,568.75 5,434.58 2.00 x 0.185 1 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 1,774.11 5,947.89 1,529.07 2,572.33 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist G7 NEW MILLENNIUM F11.111_f'IINf: SV7FMS 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 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 0-4 5/8 Clear Bearing 0-4 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 L/120 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 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 11:37:33 AM Mark: J58C STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:15:19 PM NEW MILLENNIUM Location: Joist Description: Mark: BUIIOINGSYSTEMS TUKWILA, WA Short Span Round 14K2801170 J6 Geometry Base Length: 17-91/2 Working Length: 17-51/2 Joist Depth: 14.00 Effective Depth: 13.21 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords 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 0-10 0-10 First Diag. 3-0 3/4 3-0 3/4 Depth 14.00 14.00 Loads Load Type Category 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) WL (2) 350.00 0.00 TC- 12-9 3/4 12-9 3/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,929.88 Reaction RE: 2,937.02 Minimum Shear. 734.26 Max TC Comp.: 11,398.74 Max BC Tension 11,398.74 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1-43/4 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 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 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 2,944.79 11,398.74 11,398.74 2,947.32 886.20 921.01 16.57 8-0 3/4 * Symmetrical Joist 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:19 PM NEW MILLENNIUM Location: Joist Description: Mark: etmu_nwr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J6 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K. 1.00 Fy: 50,000.00 Fb. 30,000.00 Morn of Inertia. 45.39 LL 360. 318.67 LL 240: 478.00 Max Bridg TC: 10-0 3/4 Max Bridg BC: 10-61/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 14.75 20.00 20.00 20.00 14.75 0.5000 BendingLoad 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X 0 5000 Axial Load 4,726.69. 4,419.70 11,398.74 4,419.70 4,726.69 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 0.9813 BC Stress: 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 13,440.29 Fillers 0 0 3 0 0 BC Shear Stress: 13,440.29 Panel Point Stress 16,353.31 16,614.41 21,945.98 16,614.41 16,353.31 Mid Panel Stress 0.4463 0.5129 0.8974 0.5129 0.4463 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 7 W2 5,873.35 6,776.60 1,474.54 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 1,627.66 5,947.89 237.27 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W7 237.27 5,947.89 1,573.90 2,342.46 2.00 x 0.170 1 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 W10 886.20 5,947.89 921.01 2,342.46 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM fi1.Ilt.flINf: SVSTFNIS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 1:15:19 PM Location.: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J6 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 BPL Length 0-4 Clear Bearing 0-5 3/8 Clear Bearing 0-5 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 L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 1 Regd 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 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 _ STRESS ANALYSIS - PAGE 1 0 Job Number: Name: 5814-0005 IJob INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:38:09 AM NEW M I L L E N N I U M Location: Joist Description: Mark: Fl1.111_E1IN(: SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J60 Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 -- Effective Depth: _Base 13.18 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-0 1/8 2-2 1/8 TC Panel 1-2 1/8 1-4 1/8 I:IT I:I:I:I:I n INTI I i :I:Ia I IT1 GT::gII:nu T:1TTCI::ra I[0:I l l G :T.i • . • ,/ • / • -. First Half 0-10 0-10 First Diag. 2-10 1/8 3-0 1/8 Depth 14.00 14.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC- 0-0 20-10 1/4 Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Reaction LE: 3,360.72 Reaction RE: 3,366.82 Minimum Shear. 841.70 Max TC Comp.: 16,985.88 Max BC Tension 15,510.03 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 2-101/8 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 4-6 1/8 W7 1,537.18 13,320.31 12,698.08 1,693.84 267.98 2,222.81 16.55 5-4 1/8 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 1,999.18 16,985.88 15,510.03 2,001.84 1,056.50 1,056.50 16.55 9-6 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:38:09 AM NEW MILLENNIUM Location: Joisf Description: Mark: el.ii1_niNr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 IJ60 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 50.46 LL 360: 218.17 LL 240: 327.25 Max Bridg TC: 10-2 3/4 Max Bridg BC: 12-91/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RC Gap Between Chords: Length 12.13 20.00 20.00 20.00 14.13 0.5000 Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X.' 0.5000 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 44.78 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 Fa 25,720.63 19,879.33 25,815.53 19,879.33 24,381.70 TCO 305.33847847y: 30 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 0.9980 B1.00Stress: C Panel Point Moment 755.80 783.69 0.00 781.61 763.56 BC L/Rz: Mid Panel Moment 391.61 396.92 0.00 394.08 313.01 77.7001 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 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 0.1023 0.6049 1.0039 0.6258 0.2082 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,268.73 5,947.89 267.98 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W7 267.98 5,947.89 2,222.81 2,363.63 2.00 x 0.170 1 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 1,056.50 5,947.89 1,056.50 2,363.63 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM R1.111. f]INr SVf-.TFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Date Run: 8/412014 11:38:09 AM Joist Description: Short Span Round 14K2801170 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 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 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 1.0094 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 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 Mark: J60 STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:33 PM NEW MILLENNIUM Location: Joist Description: Mark: R 1.111_nlNr. S.v STems TUKWILA, WA Short Span Crimp 16KA280/170 J61 Geometry Base Length: 23-4 3/4 Working Length: 23-0 3/4 Joist Depth: 16.00 , Effective Depth: 15.14 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 11111-11:111.110:011.111111,1,11:11.11:111:111111110111:111i I_IJ:[[i TC Panel 1-9 3/8 1-9 3/87- .-_ :I.I IJeLIJ1IJJ:_I:IJ.II:IWI-I_I_I:I:IJ-I_I:IJ-I-II /- •\ First Half 1-0 1-0 �' First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 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 + 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 (lbs) WL (2) 750.00 0.00 TC- 3-8 3-8 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: RE: 4,101.16 1Reaction 4,113.46 Minimum Shear. TC Comp.: 1,028.37 1Max 17,474.06 Max BC Tension 18,860.35 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,180.03 6,827.01 0.00 0.00 8,769.69 2,435.82 33.94 0-2 V 1 S 2,117.27 6,500.28 0.00 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 W4 3,195.67 12,328.39 8,840.93 2,910.04 5,234.33 1,571.12 28.38 3-8 3/8 W5 3,195.67 12,328.39 15,296.74 3,348.14 1,265.53 3,917.07 28.38 5-8 3/8 W6 3,791.16 17,474.06 15,296.74 3,348.14 2,981.80 1,265.53 28.38 7-8 3/8 W7 3,791.16 17,474.06 18,860.35 4,581.73 1,177.06 1,927.46 28.38 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,256.00 1,812.76 15.14 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:15:33 PM NEW MILLENNIUM Location: Joist Description: Mark: Ruui_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J61 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material -J TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.3277 0.4466 0_2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 J _ _ _ Axial and Bending Analysis IC- 1.00 Fy:: 50,000.00 Fb: 30,000.00 _ _ _ Mom of Inertia' 78.41 LL 360: 238.80 LL 240: 358.20 Max Bridg TC: 14-2 Max Bridg BC: 13-2 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 23.00 19.38 1.1250 Bending Load 292.00 0.00 0.00 0.00 292.00 Mn Wel 0/5000d Len 2x: Axial Load 6,827.01 6,500.28 17,474.06 6,409.55 6,784.14 Max Load Fillers TC: 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 21,023.30 TC OAU Ryy: 2550.5110.511 0 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 0.9713 BC Stress: 0.96 Panel Point Moment 990.16 1139.48 0.00 1112.18 1093.58 BC L/Rz: 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 13,939.85 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 0.4953 0.5510 0.9977 0.5404 0.5118 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,177.06 4,826.79 1,927.46 1,936.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 1,610.64 4,826.79 2,153.39 3,056.84 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1,256.00 4,826.79 1,812.76 3,314.80 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM fl l.11l_f71Nr. SYSTEMS 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 Date Run: 8/4/2014 1:15:33 PM Mark: J61 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 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 0.05 Reqd TL Def U80 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 0.1461 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:51 PM NEW MILLENNIUM Location: Joist Description: Mark: nuii.ninsr. SVSTFNIS TUKWILA, WA Short Span Crimp 16KA280/170 J61A Geometry Base Length: 23-4 3/4 __ Working Length: l 23-0 3/4 Joist Depth: lEffective Depth: 16.00 114.98 BC Panel Length: 5 © 4-0 ______I Shape: Parallel Chords J Variable Left End Right End BC Panel 2-8 3/8 2-8 3/8 TC Panel 1-9 3/8 1-9 3/8�/ First Half 1-0 1-0 �' I.,... First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-4 3/4 Uniform (plf) LL (1) 170.00 170.00 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 (lbs) WL (2) 750.00 0.00 TC - 3-8 3-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,871.57 Reaction RE: 5,899.40 Minimum Shear.. 1,474.85 Max TC Comp.: 24,773.37 Max BC Tension 27,385.06 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,203.45 8,870.04 0.00 0.00 12,827.62 2,456.80 33.87 0-2 V1S 2,140.01 8,555.35 0.00 0.00 3,135.78 4,035.54 18.58 1-93/8 W3 2,140.01 8,555.35 11,716.27 2,941.30 1,281.59 6,185.37 19.19 2-8 3/8 W4 3,230.00 16,858.19 11,716.27 2,941.30 7,969.98 770.26 28.29 3-8 3/8 W5 3,230.00 16,858.19 21,264.41 3,384.10 839.07 6,080.85 28.29 5-8 3/8 W6 3,403.62 24,773.37 21,264.41 3,384.10 5,023.17 1,254.59 28.29 7-8 3/8 W7 3,403.62 24,773.37 27,385.06 3,288.54 2,556.98 3,159.57 28.29 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,480.00 3,332.33 14.98 STRESS ANALYSIS - PAGE 2 _ 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:51 PM NEW M I L L E N N 1 U IV% Location: Joist Description: Mark: ni.ni_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J61A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 107.32 LL 360: 326.87 LL 240: 490.30 Max Bridg TC: 15-4 314 Max Bridg BC: 20-71/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 23.00 24.00 23.00 19.38 1.1250 Length 19.38 Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 8,870.04 8,555.35 24,773.37 8,463.65 8,826.71 Max Load Fillers TC: fa 9,295.78 8,966.00 25,962.45 8,869.90 9,250.38 25,013.30 Maximum K L/r 60.28 71.56 44.51 71.56 60.28 Max Load no Fillers TC: Fcr 38,332.98 34,383.66 43,257.25 34,383.66 38,332.98 19,231.63 Fa 22,999.79 20,630.20 25,954.35 20,630.20 22,999.79 230..4444 4444 Tc : F'e 221,673.67 157,304.75 144,469.14 157,304.75 221,673.67 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 BCURz: 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 0.4278 0.4653 1.0003 0.4583 0.4380 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 2,556.98 7,865.88 3,159.57 4,184.06 2.09 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 3,135.78 7,865.88 4,035.54 5,073.30 2.66 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 2,480.00 4,826.79 3,332.33 3,363.87 2.91 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM FI1.111_DINC: SVSTFMS 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 r 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 28070-01 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 L/120 0.03 Reqd LL Def L/120 0.00 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 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: 8/4/20141:15:51 PM Mark: J61A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run. 8/4/20141:16:07 PM NEW MILLENNIUM Location: Joist Description: Mark: RIIII,nINr SYSTEMS TUKWNILA, WA Short Span Crimp 16KA280/170 J64 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 1Shape: Parallel Chords Variable Left End Right End 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 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (p10 DL (1) 110.00 110.00 TC + 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) 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) WL (2) 750.00 0.00 TC- 19-8 19-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: Reaction RE: 3,782.88 13,788.31 Minimum Shear. 947.08 Max TC Comp.: Max BC Tension 16,114.83 116,927.79 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,402.92 6,717.26 0.00 0.00 8,042.73 2,685.49 33.95 0-2 V1S 2,340.23 6,406.29 0.00 0.00 404.60 1,299.77 18.73 1-9 3/8 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 4,212.42 16,114.83 16,927.79 4,276.85 577.26 1,773.60 28.39 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 280.00 1,131.141 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:16:07 PM NEW N{ 1 L L E N N I U N1 Location: Joist Description: Mark: RIiii.ninir.. sysrFMS TUKWILA, WA Short Span Crimp 16KA280/170 J64 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 229.44 LL 240: 344.16 Max Bridg TC: 14-2 Max Bridg BC: 12-9 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE GapBetween Chords: Length 19.38 23.00 24.00 23.25 18.38 1.1250 BendingLoad 280.00 0.00 0.00 0.00 280.00 Min weld Len 2x: 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 21,772.73 249..8321 8321 Tc : 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 0.9750 BC Stress: 0.95 Panel Point Moment 945.21 1093.77 0.00 1120.98 909.60 BC URz: Mid Panel Moment 412.28 523.43 0.00 561.35 319.99 187.8669 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 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 15,444.60 Mid Panel Stress 0.4857 0.5418 0.9201 0.5396 0.4522 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 W7 577.26 4,826.79 1,773.60 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 404.60 4,826.79 1,299.77 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,131.14 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Ei 1.111_1:'IINr SVSTFMS 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 Date Run: 8/4/2014 1:16:07 PM Mark: J64 TCX Left 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 1/4 Clear Bearing 0-8 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 0.05 Reqd TL Def L/80 0.05 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.03 Reqd LL Def U120 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 0.0017 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 STRESS ANALYSIS - PAGE 1 0 Job N_umber. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:16:23 PM NEW /MILLENNIUM Loc�a(t�io�/n�:1 Joist Description: Mark: R1.111_Ii1Nr SVSTF_MS w TUKWILA, WA Short Span Crimp 16KA280/170 J65 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-8 3/8 ' i .�•- First Half 1-0 1-0 \ <<" ''-..: J �. .,--'\ -' Lj First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 1 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 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) WL (2) 350.00 0.00 TC- 12-0 12-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,035.33 Reaction RE: 3,714.56 s Minimum Shear. 1,008.83 Max TC Comp.: 16,382.99 Max BC Tension 17,114.84 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 3,077.43 7,223.15 0.00 0.00 8,608.10 3,439.32 33.95 0-2 V 1 S 3,023.62 6,918.83 0.00 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 2-8 3/8 W4 4,885.96 12,638.25 9,440.44 4,180.69 4,480.76 1,233.59 28.39 3-8 3/8 W5 4,885.96 12,638.25 14,886.67 5,195.16 1,076.28 3,379.18 28.39 5-8 3/8 W6 5,371.36 16,382.99 14,886.67 5,195.16 2,489.64 918.97 28.39 7-8 3/8 W7 5,371.36 16,382.99 17,114.84 5,414.56 734.85 1,889.25 28.39 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,172.09 15.16 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:16:23 PM NEW MILLENNIUM Location: Joist Description: Mark: Fli.ui_nonon SVSTgms TUKWILA, WA Short Span Crimp 16KA280/170 J65 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 229.44 LL 240: 344.16 Max Bridg TC: 14-2 Max Bridg BC: 11-4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 23.25 18.38 1.1250 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 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 21,772.73 TCo8URyy: 249.8321 F'e 165,713.86 117,594.39 107,999.01 115,079.07 184,241.55 Cm 0.9694 0.9587 0.8574 0.9634 0.9758 0. Stress: 0.96 Panel Point Moment 945.21 1093.77 0.00 1120.98 909.60 BCURz: Mid Panel Moment 412.28 523.43 0.00 561.35 319.99 187.8669 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 0.5196 0.5816 0.9354 0.5190 0.4387 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,233.59 1,924.18 3.92 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W5 1,076.28 7,865.88 3,379.18 4,094.98 2.23 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W6 2,489.64 4,826.79 918.97 1,924.18 2.18 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 734.85 4,826.79 1,889.25 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 404.60 4,826.79 1,299.77 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,172.09 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Al.,ll_f IISJ sVTF_Ms 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 FTCX 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 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 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 0.0017 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 Date Run: 8/4/2014 1:16:23 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: J65 STRESS ANALYSIS - PAGE 1 G, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:57:19 AM NEW MILLENNIUM Location: Joist Description: Mark: Ri.iu_owr.. SYSTEMS TUKWILA, WA Short Span Crimp 281(280/170 J66 Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: Panel Length: 27.04 IBC 7 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-6 3/8 4-2 3/8 1.-,1-1-0 1.11J 1.J ran 1 IJJ. Ii[I IJJ 1J-I_I_I I [14111:11:1 Ifl_IJ GI I [111111] II I_IJI=1 I 1:11111111-11111_111:1-1J JJJ[I I I I: f I { 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 28.00 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC- 0-0 36-8 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: RE: 5,588.52 1Reaction 5,591.97 Minimum Shear. 1,397.99 Max TC Comp.: 22,179.02 Max BC Tension 22,570.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,353.56 10, 750.78 0.00 0.00 11,230.43 1,523.35 58.94 0-2 V 1 S 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 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 3,054.55 22,179.02 22,570.98 3,085.61 255.47 1,869.12 36.16 16-6 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,161.82 27.04 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:57:19 AM NEW MILLENNIUM Location: Joist Description: Mark: Fluu_nwr SYSTEMS Chord Properties TUKWILA, WA Short Span Crimp 28K2801170 J66 Chord Area Rx Rz Ryy Y Ix Q Material 1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis - K: 1.00 Fy: 50,000.00 Fb: Mom of Inertia: LL 360: 30,000.00 1298.83 1231.56 LL 240: 347.34 Max Bridg TC: 15-11 7/8 Max Bridg BC: 18-6 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 37.38 39.00 24.00 37.00 35.38 1.1250 Length Bending Load 280.00 280.00 0.00 280.00 280.00 MWel 0�n 5000d Len 2X: 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 Ur 61.03 75.74 46.61 71.86 115.53 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 : 172,277.77 49,890.10 131,741.05 55,429.39 192,308.61 F'e Cm 0.9828 0.8800 0.8690 0.8976 0.9855 BC Stress: 0.97 Panel Point Moment 3444.71 3444.71 0.00 3086.17 3086.16 BC L/Rz: 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 2472.71 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 Stress0.3231 0.7589 1.0063 0.6784 0.5518 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 290.13 7,865.88 2,344.52 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,869.12 4,826.79 255.47 1,074.05 2.00 x 0.077 1 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 280.00 4,826.79 1,161.82 1,901.71 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RIm.mNC SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:57:19 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K2801170 Mark: J66 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 3-8, BPL Length 3-5 3/4 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 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 1.5264 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) 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 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 STRESS ANALYSIS - PAGE 1 G/ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:58:14 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: FII.III.MINC; SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 J66A Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 26.91 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-6 3/8 4-2 3/8 1.1.1.111111.1=11.1.1,1:1.1 I I Ifl..f 11-P:L.I_I_LI_I1_I_Ifl_1:11..t_I 11.l_1_L1J71.1.1_li 1.11.11,1.11-1J1.1:1_1_1,11:11.f I I I I1_11i_l.l 111 I:I 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 28.00 28.00 Loads Load Type Category 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 pp (lbs) SM (2) 1,000.00 0.00 TC- 18-4 3/8 0-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,791.49 Reaction RE: 6,805.79 Minimum Shear. 1,701.45 Max TC Comp.: 29,700.96 Max BC Tension 27,590.73 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 7,661.46 29,700.96 27,590.73 8,441.75 1,617.62 2,279.71 36.06 16-6 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,356.00 2,909.08 26.91 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/2014 11:58:14 AM NEW MILLENNIUM Location: Joist Description: Mark: r41.iu_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J66A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 1Fb: 30,000.00 Mom of Inertia: 391.19 LL 360: 303.13 LL 240: 454.70 Max Bridg TC: 17-7 318 Max Bridg BC: 13-0 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 37.38 39.00 24.00 37.00 35.38 1.1250 Bending Load 292.00 292.00 0.00 292.00 292.00 Mn Wel: 015000d Len zx 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 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 Fa 13,394.47 12,468.43 26,699.31 13,611.87 14,568.07 Tc : 339.1763 .1763 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 Bct/Rz: 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 0.5126 0.9242 0.8958 0.8023 0.4460 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 1,727.04 9,029.40 3,511.55 3,730.10 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,812.81 7,865.88 1,727.04 3,261.36 2.00 x 0.102 1 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 2,356.00 7,865.88 2,909.08 4,119.46 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 * Symmetrical Joist Job Number: 5814-0005 NEW MILLENNIUM Location: TUKIMLA, WA Rl.11l.r]INr. SVSTRMG TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 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 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 I 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 1.3770 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) 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 11:58:14 AM Mark: J66A STRESS ANALYSIS - PAGE 1 el Job Number. 5814-0005 !Job Name. INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:47:17 AM NEW MILLENNIUM Locat'ionn:' Joist Description: Mark: FI1.111_CIINr SYSTFMS w TUKWILA, WA Short Span Crimp 28K280/170 J67 Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 27.04 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-6 3/8 4-2 3/8 i i_i_I1J¢i 1,1,11 i. i i ili i=i i. L I JJ_t_ U 1111.i,Jii JJ.i_i_i a i n iri;IJ i i i Li Ilia n i.i_i_i iJ i_ r i. i. TC Panel 3-3 3/8 3-1 3/8 _:LL _i u i in. LI] First Half 2-0 2-0 ' \\`, First Diag. 6-6 3/8 6-2 3/8 Depth 28.00 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC- 0-0 36-8 3/4 Stress Analysis Summary lnt. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,588.52 Reaction RE: 5,591.97 Minimum Shear: 1,397.99 Max TC Comp.: 22,179.02 Max BC Tension 22,570.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 1,353.56 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 3-33/8 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 3,054.55 22,179.02 22,570.98 3,085.61 255.47 1,869.12 36.16 16-6 3/8 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,161.82 27.04 STRESS ANALYSIS - PAGE 2 (,7 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:47:17 AM NEW MILLENNIUM Location: Joist Description: Mark: puit_niNc SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J67 __ Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom or Inertia: 298.83 LL 360: 231.56 LL 240: 347.34 Max Bridg TC: 15-11 7/8 Max Bridg BC: 18-6 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 37.38 39.00 24.00 37.00 35.38 1.1250 Load 280.00 280.00 0.00 280.00 280.00 0/n 5000d Len 2X MBending 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 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 Cm 0.9828 0.8800 0.8690 0.8976 0.9855 BC Stress: 0.97 Panel Point Moment 3444.71 3444.71 0.00 3086.17 3086.16 BC L/Rz: 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 2472.71 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 0.3231 0.7589 1.0063 0.6784 0.5518 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 290.13 7,865.88 2,344.52 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,869.12 4,826.79 255.47 1,074.05 2.00 x0.077 1 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 280.00 4,826.79 1,161.82 1,901.71 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Symmetrical Joist G7 NEW MILLENNIUM Fi l.11l_fll Nf; SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 281(280/170 Date Run: 8/4/2014 11:47:17 AM Mark: J67 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 3-8 BPL Length 3-5 3/4 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def 1180 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 I Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:49:21 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_nIn,c sysrenns TUKWILA, WA Short Span Crimp 28K2801170 J67A Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 26.91 BC Panel Length: 7 @ 4-0 _ Shape: Parallel Chords Variable Left End Right End BC Panel 4-6 3/8 4-2 3/8 1=1:1`1 I:I I N.[;I I I 1 IIII I I I_Lt:111.1-I 1.1:1.1111.I,1.[I ]JJL I I LLI u-truis 1 I I 1 ll l_L.I IIf t 1 J 1 L I:I Fl L1 -1f i l 1_I I TC Panel 3-3 3/8 3-1 3/8 • First Half 2-0 2-0 1 " j, - First Diag. 6-6 3/8 6-2 3/8 - Depth 28.00 28.00 Loads Load Type Category 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 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 pp (lbs) SM (2) 1,000.00 0.00 TC - 18-4 3/8 0-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 7,009.86 Reaction RE: 7,024.17 Minimum Shear: 1,756.04 Max TC Comp.: 30,577.92 Max BC Tension 28,476.61 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,043.38 13,926.78 0.00 0.00 14,408.04 4,531.37 58.89 0-2 V1S 2,043.38 13,443.02 0.00 0.00 2,488.37 3,534.21 30.81 3-3 3/8 W3 2,043.38 13,443.02 14,566.65 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 7,661.46 30,577.92 28,476.61 8,441.75 1,604.22 2,352.86 36.06 16-6 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,332.00 2,937.46 26.91 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:49:21 AM NEW MILLENNIUM Location: Joist Description: Mark: A1.111_CIINC SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J67A Chord Properties Chord Area Rx Rz Ryy , Y Ix Q Material TC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 391.19 LL 360: 303.13 LL 240: 454.70 Max Bridg TC: 17-7 3/8 Max Bridg BC: 13-0 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 0rn 5000d Len 2x: MWel 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 Fa 13,394.47 12,468.43 26,699.31 13,611.87 14,568.07 Tc : 339.1763 F'e 168,271.86 67,992.66 179,543.11 75,541.88 187,836.94 .1763 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 0.00 2016.37 1575.83 13,899.55 Fillers 0 0 4 0 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 0.5280 0.9518 0.9223 0.8258 0.4592 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,727.04 9,029.40 3,594.63 3,730.10 2.05 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,863.73 7,865.88 1,727.04 3,261.36 2.00 x 0.102 1 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 2,332.00 7,865.88 2,937.46 4,119.46 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 * Symmetrical Joist NEW MILLENNIUM nl.11l_rINr SV STF M�'i TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 28K280/170 -- --_- 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 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 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) 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 11:49:21 AM Mark: J67A STRESS ANALYSIS - PAGE 1 -Num 0 ber. Fob 814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM NEW MILLENNIUM Location: Joist Description: Mark: r11iu,nwr. SYSTFMS TUKWILA, WA Short Span Round 14K3001180 J69 Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 Effective Depth: 13.16 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-3 1/8 1-3 1/8. Ir111,11,11111111111:111f LLI l�url.l_IJ�LI 1.111 .l1,111 J.-.Ihfl_I..I_I_I_L.II.L.LI_I_Ia CI II IR L11[1.1alJl_LLIL[I11 111 First Half 0-10 0-10 First Diag. 2-11 1/8 2-11 1/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 20-10 1/4 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 20-10 1/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,565.93 Reaction RE: 3,572.03 Minimum Shear. 893.01 Max TC Comp.: 17,846.97 Max BC Tension 16,456.52 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,514.74 7,994.83 0.00 0.00 6,891.29 824.96 26.61 0-2 V 1 S 2,606.00 7,749.37 0.00 0.00 419.99 1,219.63 16.53 1-3 1/8 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 W5 1,614.18 11,120.82 10,756.39 1,364.58 351.69 3,002.23 16.53 3-91/8 W6 1,524.18 13, 861.63 10, 756.39 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 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 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 2,002.99 17,846.97 16,456.52 2,002.99 336.99 1,121.65 16.53 9-7 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number: Name: 5814-0005 'Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM NEW /MILLENNIUM Location: Joist Description: Mark: Al III. SYSTEMS TUKWILA, WA Short Span Round 14K3001180 J69 Chord Properties ___ ____ --- _ _ Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 0.8320 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb. 30,000.00 Mom of Inertia. 56.34 LL 360. LL 240. 243.56 1365.34 Max BridgTC: 10-6 5/8 Max BridgBC: 13-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 13.13 20.00 20.00 20.00 13.13 0.5000 BendingLoad 300.00 0.00 0.00 0.00 300.00 Min weld Len 2x: 0 5000 Axial Load 7,994.83 7,749.37 17,846.97 7,749.37 7,994.83 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 L/r 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 Fa 25,383.61 20,548.69 25,998.28 20,548.69 25,383.61 295..9844 9844 TC : 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 0.9983 BC Stress: 0.92 Panel Point Moment 810.68 839.43 0.00 839.43 810.68 Bc LJRz: 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 0.1050 0.5683 0.9631 0.5683 0.1050 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,374.21 5,947.89 263.77 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W7 263.77 5,947.89 2,320.60 2,385.33 2.00 x 0.170 1 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 W9 175.85 5,947.89 1,646.63 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W10 1,121.65 5,947.89 135.32 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 336.99 5,947.89 1,121.65 2,385.33 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM R1.111_IIINC SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K3001180 Mark: J69 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 1-8 1/8 BPL Length 1-8 1/8 Clear Bearing 0-5 Clear Bearing 0-5 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 L/120 0.00 Reqd LL Def L/120 0.00 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:28 AM NEW MILLENNIUM Location: Joist Description: Mark: F11.n1_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K3001180 J69A Geometry Base Length: 20-101/4 Working Length: 20-61/4 _ Joist Depth: Effective Depth: BC Panel Length: 14.00 1 13.00 I10 © 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-3 1/8 1-3 1/8s. II)I III_I ILLI, I_II.I:1:1 I.Lli.1-I:LLLLLIJ.I LITITLIIIII IJ I:1;LI_f_1:1:1=IIJ-L1-IITFII l l�Fi11 J-I LI-II-1]111A1111=LI 1l / ` • First Half 0-10 0-10 First Diag. 2-11 1/8 2-11 1/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 20-10 1/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 20-10 1/4 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) 1,000.00 0.00 TC + 10-5 1/8 0-0 Conc @ any pp (lbs) SM (1) 1,100.00 0.00 TC + 10-5 1/8 0-0 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 (plf) WL (2) 42.00 42.00 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 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC- 10-5 1/8 0-0 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 5,002.48 Reaction RE: 5,027.78 Minimum Shear. 1,256.95 Max TC Comp.: 26,859.27 Max BC Tension 23,034.28 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 3,596.99 10,684.59 0.00 0.00 9,934.80 4,232.58 26.53 0-2 V1S 3,689.34 10,376.49 0.00 0.00 3,029.30 3,591.02 16.40 1-31/8 W3 3,689.34 10,376.49 9,209.69 2,675.03 2,261.57 5,286.02 16.40 2-1 1/8 W4 3,482.58 15,320.84 9,209.69 2,675.03 4,675.75 2,261.57 16.40 2-11 1/8 W5 3,482.58 15,320.84 13,781.99 4,290.14 2,067.72 4,484.21 16.40 3-9 1/8 W6 5,097.70 19,521.09 13,781.99 4,290.14 3,873.93 2,067.72 16.40 4-7 1/8 W7 5,097.70 19,521.09 17,610.19 5,905.25 1,841.56 3,650.47 16.40 5-51/8 W8 6,712.81 22,977.24 17,610.19 5,905.25 3,040.19 1,841.56 16.40 6-3 1/8 W9 6,712.81 22,977.24 20,694.29 7,520.36 1,647.71 2,848.65 16.40 7-1 1/8 W10 8,327.92 25,689.28 20,694.29 7,520.36 2,342.80 1,647.71 16.40 7-11 1/8 W11 8,327.92 25,689.28 23,034.28 9,135.47 1,421.55 2,062.79 16.40 8-91/8 W12 9,135.47 26,859.27 23,034.28 9,135.47 1,760.02 1,585.70 16.40 9-7 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:28 AM NE VV IA 1 L L E N N 1 U M Location: Joist Description: Mark: RLIILOi,J11 SYSTEMS TUKWILA, WA Short Span Round 14K300/180 J69A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5206 0.5580 0.3331 0.9584 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 BC 0.3882 0.4962 0.2945 0.8733 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 75.45 LL 360: 326.18 LL 240: 489.27 Max Bridg TC: 12-1 7/8 Max Bridg BC: 8-2 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 13.13 20.00 20.00 20.00 13.13 0.5000 BendingLoad 324.00 0.00 0.00 0.00 324.00 Min Weld Len 2X.• 0.5000 Axial Load 10,684.59 10,376.48 26,859.27 10,376.49 10,684.59 Max Load Fillers TC: fa 5,354.61 9,965.89 25,796.46 9,965.89 5,354.61 28,455.92 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 26,780.61 256..9396 9396 TC : F'e 1,384,899.88 222,795.39 222,795.38 222,795.39 1,384,899.88 Cm 0.9981 0.9776 0.9224 0.9776 0.9981 BC Stress: 0.99 Panel Point Moment 858.97 911.05 0.00 911.05 858.97 BCURz: 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 0.1100 0.4561 0.9533 0.4561 0.1100 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 3,873.93 9,296.04 2,067.72 5,434.58 2.00 x 0.185 1 R062 = round 5/8 W7 1,841.56 9,296.04 3,650.47 5,434.58 2.00 x 0.185 1 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 W11 1,421.55 5,947.89 2,062.79 2,572.33 2.00 x 0.170 1 R050 = round 1/2 W12 1,760.02 5,947.89 1,585.70 2,572.33 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist G7 NEW MILLENNIUM f-11.111_f.711,r. SV�.TFMC TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K3001180 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 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 300.001 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 1.3070 Section Modulus 1.3070 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.6632 Mom of Inertia 1.6632 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 9:02:28 AM Mark: J69A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:37:50 AM NEW MILLENNIUM Location: Joist Description: Mark: nt.oli_rmtir. _SVSTFMS TUKWILA, WA Short Span Crimp 16KA280/170 J7 Geometry [Base Length: 25-91/2 Working Length: 25-51/2 Joist Depth: Depth: 16.00 lEffective 15.07 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-10 3/4 2-10 3/4 TC Panel 2-5 3/4 2-5 3/4 11_I-1_IJalll_ff. I I 11a11 I I;:II.111f 11.1-1eurrr1.1L11111-11.1.1.1II 1 WI 11-1I 111J11�11-I�11:11-Ia111a_I-11.11 I I I I LI First Half 2-0 2-0 First Diag. 4-10 3/4 4-10 3/4 Depth 16.00 16.00 Loads Load Type Category 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 Uniform (plf) CL (1) 12.00 12.00 TC + 0-0 25-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-10 3/4 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 25-9 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,207.11 Reaction RE: 4,212.01 Minimum Shear: 1,053.00 Max TC Comp.: 20,503.74 Max BC Tension 21,366.72 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 2-53/4 W3 1,023.13 7,656.39 12,335.65 1,638.92 727.17 5,820.54 28.34 2-10 3/4 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 2,642.02 20,503.74 21,366.72 2,708.89 251.30 1,979.86 28.34 10-10 3/4 * Symmetrical Joist Standard Verticals 1 Member Position Max Tension Max Comp. Length V2 Interior 256.00 1,175.841 15.07 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:37:50 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.1u_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J7 Chord Properties 1 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 88.80 LL 360: 201.06 LL 240: 301.59 Max Bridg TC: 14-9 7/8 Max Bridg BC: 18-3 7/8 rTop Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 0�5000dLen 2x Axial Load 7,885.42 7,656.39 20,503.74 7,656.39 7,885.42 Max Load Filters TC: fa 9,156.32 8,890.37 23,808.34 8,890.37 9,156.32 22,261.66 Maximum K L/r 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 2066 TC : F'e 98,541.14 90,229.30 131,741.05 90,229.30 98,541.14 Cm 0.9535 0.9507 0.8789 0.9507 0.9535 BC Stress: 1.00 Panel Point Moment 2103.54 2103.54 0.00 2103.54 2103.54 BCURz: 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 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 0.6551 0.6303 0.9302 0.6303 0.6551 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 4,826.79 1,979.86 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 222.85 4,826.79 1,346.09 3,272.77 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 256.00 4,826.79 1,175.84 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_011Yr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:37:50 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Mark: J7 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 BPL Length 0-4 Clear Bearing 0-4 3/8 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. Job Name: 5814-0005 ,INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 12:25:03 PM NEW MILLENNIUM Location: Joist Description: Mark: FlLIILOING SV STEMS ITUKWILA, WA Short Span Crimp 16KA2601160 J71 Geometry Base Length: 25-8 3/4 Working Length: 25-4 3/4 Joist Depth: 16.00 Effective Depth: 15.11 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 3/8 2-7 3/8 TC Panel 2-6 3/8 2 3 3/8 I-1-11 1 1 11J_[L[I Lri 1111.1,11]] I I] I I I I I.LI;CI IL 111.1 I If II_ uII IL=I1 I I I rim]1 \` I 111 I I milli IA I I J I II First Half 1-10 2-0 • % -./ First Diag. 5-1 3/8 4-7 3/8 Depth 16.00 16.00 Loads Load Type Category Loadl 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 (plf) WL (2) 42.00 42.00 TC - 0-0 25-8 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,791.56 Reaction RE: 3,796.51 Minimum Shear: 949.13 Max TC Comp.: 18,948.17 Max BC Tension 19,111.47 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2,637.97 18,948.17 19,111.47 2,688.00 333.11 1,781.44 28.36 11-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,101.65 15.11 NEW MILLENNIUM Fi i.l ll_f.71Nf: SVSTFMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA260/160 Date Run: 8/4/2014 12:25:03 PM Mark: J71 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 81.30 LL 360: 185.45 LL 240: Max Bridg TC: 278.17 14-61/8 Max Bridg BC: 17-3 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 28.38 31.00 24.00 28.00 25.38 Bending Load 260.00 260.00 0.00 260.00 260.00 Axial Load 9,455.31 9,114.55 18,948.17 7,833.09 7,969.23 fa 5,463.60 11, 739.50 24,405.16 10, 088.98 4,604.90 Maximum K Ur 96.35 105.26 48.37 95.08 86.16 Fcr 25, 321.43 22,218.08 41, 965.59 25,774.49 28, 989.04 Fa 15,192.86 13, 330.85 25,179.36 15,464.69 17, 393.43 F'e 299,633.75 73,331.05 122,345.71 89,886.65 374,671.28 Cm 0.9909 0.9200 0.8664 0.9439 0.9939 Panel Point Moment 1933.23 1933.23 0.00 1537.17 1537.17 Mid Panel Moment 1293.92 936.94 0.00 744.03 1037.73 Panel Point fb 1580.95 11378.96 0.00 9047.73 1257.06 Mid Panel fb 1159.47 2296.27 0.00 1823.49 929.90 Fillers 0 0 8 0 0 Panel Point Stress 7,044.55 23,118.46 24,405.16 19,136.72 5,861.95 Mid Panel Stress 0.3949 0.9665 0.9693 0.7155 0.2928 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X 0.5000 Max Load Fillers TC: 19,744.75 Max Load no Fillers TC: 14,438.62 TC OAL/Ryy: 266.3191 BC Stress: 0.97 BC URz: 179.5064 TC Shear Stress: 12,156.98 BC Shear Stress: 14,103.22 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 9,295.77 9,716.30 1,290.40 4,908.31 4.85 x 0.129 1 C22BB = 1.125 x 1.110 x .129 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 333.11 4,826.79 1,781.44 1,955.62 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 294.02 4,826.79 1,412.31 3,140.20 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,101.65 3,323.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetrical Joist NEW MILLENNIUM RI.111_f'lI N1: SYSTFMS TCX Desisln Job Number.. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 - Job Name -- INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 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 2-11 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 I- 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 U120 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:25:26 PM NEW MILLENNIUM Location: Joist Description: Mark: e1ui_nwr SV9TEMS TUKWILA, WA Short Span Crimp 16KA260/160 J71A Geometry Base Length: 25-8 3/4 Working Length: 25-4 3/4 Joist Depth: 16.00 Effective Depth: 14.96 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords r Variable Left End Right End BC Panel 3-3 3/8 2-7 3/8 TC Panel 2-6 3/8 2-3 3/8 1:11:11:1-1 I-L.,I: f 11:I1 I fl J11 -------, \ 11T1111 111il.1I1al 11=:1 .. - I 1:1111 1:1J11:I::[1 - , I 1:1_11 First Half 1-10 2-0 � First Diag. 5-1 3/8 4-7 3/8 Depth 16.00 16.00 Loads Load Type Category 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 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 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 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 25-8 3/4 Conc @ any pp (lbs) SM (2) 1,000.00 0.00 TC - 12-10 3/8 0-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,122.68 Reaction RE: 5,143.23 Minimum Shear. 1,285.81 Max TC Comp.: 27,624.17 Max BC Tension 26,090.59 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 W4 5,853.42 21,366.81 13,992.10 4,168.48 6,558.70 3,263.02 28.28 5-1 3/8 W5 5,853.42 21,366.81 21,810.84 7,538.36 2,634.00 5,017.30 28.28 7-1 3/8 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 9,223.30 27,624.17 26,090.59 10,487.01 2,323.54 2,747.07 28.28 11-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,376.00 2,880.04 14.96 STRESS ANALYSIS - PAGE 2 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:25:26 PM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: R1.111_r irgr. SYSTEMS. TUKWILA, WA Short Span Crimp 16KA260/160 J71A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 Axial and Bending Analysis K: 1.00_ Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 108.78 LL 360: 248.13 LL 240: 372.19 Max Bridg TC: 16-0 518 Max Bridg BC: 10-9 718 1 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.38 31.00 24.00 28.00 25.38 1.1250 Bending Load 272.00 272.00 0.00 272.00 272.00 Mn Wel 0.5000d Len 2x. Axial Load 12,667.84 12,305.70 27,624.17 10,529.56 10,674.24 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 20,447.96 240..6415 6415 TC : 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 0.9930 BC Stress: 1.01 Panel Point Moment 2043.93 2043.93 0.00 1625.81 1625.81 BC LIRz: 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 0.3584 • 0.6974 0.9489 0.5388 0.2763 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 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 2,323.54 7,865.88 2,747.07 4,198.61 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V1 2,711.08 5,787.30 3,413.88 3,944.19 2.55 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 2,376.00 4,826.79 2,880.04 3,372.49 2.52 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Rl.11l_I71NC sVSTEMS TCX Desitin STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/2014 12:25:26 PM Mark: J71 A 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 2-11 BPL Length 2-7 1/4 Clear Bearing 0-4 1/4 Clear Bearing 0-4 3/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 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 1.3440 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) 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 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:22:53 PM NEW MILLENNIUM Location: Joist Description: Mark: A1111_OWr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J72 Geometry Base Length: 25-8 3/4 Working Length: 25-4 314 Joist Depth: 16.00 Effective Depth: 15.07 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End _ BC Panel 3-3 3/8 2-7 3/8 -11.1-111 [1 CLI-[ I I I I IJi I I 1111.11 LI iu 11_1 1.1.1111-1 LII 111J1a[I I IJ LI HILI I1:11111.Il 111] I_I 1 [1 111111 I_I_I TC Panel 2-6.3/8 3/8 L---..,2-3 , • First Half 1-10 2-0 _-_ First Diag. 5-1 3/8 4-7 3/8 Depth 16.00 16.00 Loads Load Type Category 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 + 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 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 25-8 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 25-8 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,045.52 Reaction RE: 4,050.47 Minimum Shear. 1,012.62 Max TC Comp.: 20,090.77 Max BC Tension 20,441.25 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,199.25 9,972.59 0.00 0.00 9,931.04 1,293.11 40.30 0-2 V 1 S 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 18,184.28 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 2,644.41 20,090.77 20,441.25 2,694.57 319.59 1,903.92 28.34 11-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,148.15 15.07 STRESS ANALYSIS - PAGE 2 „ Job Number::: Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:22:53 PM NEW MILLENNIUM Location: Joist Description: Mark: rt. .ui_nwr. SvTFMS TUKWILA, WA Short Span Crimp 16KA280/170 J72 Chord Properties_ Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 88.80 LL 360: 202.55 LL 240: 303.83 Max Bridg TC: 14-9 7/8 Max Bridg BC: 18-41/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 28.38 31.00 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 Axial Load 9,972.59 9,605.14 20,090.77 8,233.38 8,380.19 fa 5,493.33 11,153.21 23,328.81 9,560.36 4,616.17 Max Load Fillers TC: 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 18,157.09 260..5654 5654 TC : 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 Panel Point fb 1671.75 10682.07 0.00 8494.29 1329.36 TC Shear Stress: Mid Panel fb 1164.50 2153.01 0.00 1709.57 933.92 11,647.44 Fillers 0 0 4 0 0 BC Shear Stress: 13,769.52 Panel Point Stress 7,165.08 21,835.28 23,328.81 18,054.65 5,945.53 Mid Panel Stress 0.3784 0.8642 0.9115 0.6450 0.2823 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 319.59 4,826.79 1,903.92 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 265.39 4,826.79 1,477.28 3,151.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,148.15 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM H1.111An1Nr. SVSTI MS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:22:53 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 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 2-11 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 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 1.1953 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) 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+A)(+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM Mark: J72 STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:28:38 PM NEW MILLENNIUM Location: Joist Description: Mark: R1m1_f.IING SYSTEMS TUKWILA, WA Short Span Crimp 28K300/180 J73 Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 27.00 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 ILLI If I u L I I I I 1:I:u. III L I:I l:u: LLI I I:1 J l IJ-f :.I_LI nI:I:nJ I_IJl=h[LI ]I I,1.LII I.1:I L I ImLLIJ fI J TC Panel 2-0 3/8 2-3 3/8 _i , i 11 First Half 1-4 1-4\ , ' First Diag. 4-1 3/8 4-7 3/8 Depth 28.00 28.00 Loads Load Type Category 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 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 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 36-8 3/4 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 5,952.48 Reaction RE:Minimum Shear. 5,955.93 11,488.98 Max TC Comp.: 24,066.14 Max BC Tension 23,699.50 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,254.60 7,882.01 0.00 0.00 8,696.52 1,111.68 41.39 0-2 V1S 1,311.84 7,706.83 0.00 0.00 277.36 1,261.62 28.46 2-0 3/8 W3 1,311.84 7,706.83 9,967.03 1,326.20 746.54 5,845.46 31.39 2-9 3/8 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 23,699.50 3,062.09 255.65 1,992.13 36.13 14-13/8 W10 3,090.09 24,066.14 23,699.50 3,062.09 1,992.13 255.65 36.13 16-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 260.00 1,210.36 27.00 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: l 8/4/2014 12:28:38 PM l NEW /MILLENNIUM Location: Joist Description: Mark: c'n.ni_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 28K300/180 J73 Chord Properties Chord Area _ Rx _ _ _ __ _ • Rz _ -- Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A2613 = 1.6560 x 0.142 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 330.28 LL 360: 255.94 LL 240: 383.90 Max Bridg TC: 16-51/8 Max Bridg BC: 20-0 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 Bending Load 300.00 300.00 0.00 300.00 300.00 01n 5 00d Len 2X: MWel 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 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 Tco6L�Ryy: 383.6733 F'e 478,760.94 133,142.75 144,469.14 106,140.58 372,248.28 Cm 0.9957 0.9697 0.8830 0.9573 0.9937 BC Stress: 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 0.00 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 0 BC Shear Stress: 16,348.41 Panel Point Stress 5,197.61 14,100.52 25,221.27 16,933.65 6,064.76 Mid Panel Stress 0.1228 0.4574 0.9718 0.5784 0.2737 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 407.40 9,029.40 3,352.87 3,669.34 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,550.12 4,826.79 295.01 1,084.90 2.23 x 0.077 1 C10AB = 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 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 260.00 4,826.79 1,210.36 1,920.26 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW N{ILLENNIUNI FII.III.IIINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 12:28:38 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K300/180 Mark: J73 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 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 U80 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:20:15 PM NEW MILLENNIUM Location: Joist Description: Mark: ALIILTIW4 SVSTems TUKWILA, WA Short Span Crimp 28K3001180 J73B Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 26.96 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 111.11L -[I 1 1 1 I Il I 1 111 III I 11-1:11.1:1111 111=11:111.13.1.1.1=L1111:1111[ 1.131.1H-1.1111 I 1=1111.11:1:1:1 11111=F1-1 III 111 TC Panel 2-0 3/8 2-3 3/8 \ 1 First Half 1-4 1-4 First Diag. 4-1 3/8 4-7 3/8 Depth 28.00 28.00 Loads Load Type Category 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 Conc @ any pp (lbs) SM (2) 1,000.00 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 Stress Analysis Summary Int. Panel TC. 24.00 Max Panel BC. 48.00 Reaction LE. 6,514.70 Reaction RE: 6,523.32 i Minimum Shear. 1,630.83 Max TC Comp.. 28,634.59 Max BC Tension 25,773.43 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,251.64 8,810.34 0.00 0.00 9,581.69 1,513.35 41.36 0-2 V 1 S 1,308.98 8,619.04 0.00 0.00 1,281.72 2,040.07 28.42 2-0 3/8 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 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 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 3,994.94 28,634.59 25,773.43 3,661.06 2,183.55 755.70 36.09 16-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,212.00 1,948.70 26.96 STRESS ANALYSIS - PAGE 2 0Job Number: 5814-0005 Job Name:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201412:20:15 PM NEW MILLENNIUM Location: Joist Description: Mark: RWII_niNr. SYSTEMS TUKWILA, WA Short Span Crimp 28K300/180 J73B Chord Properties Chord Area Rx Rz __ _______ Ryy _ Y Ix Q _ _ Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 352.69 LL 360: 273.30 LL 240: 409.94 Max Bridg TC: 17-3 7/8 Max Bridg BC: 18-41/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 Bending Load 324.00 324.00 0.00 324.00 324.00 Min weld Len 2X: 0 5000 Axial Load 8,810.34 8,619.04 28,634.59 9,727.24 10,014.60 Max Load Fillers TC: fa 4,268.16 7,764.91 25,796.93 8,763.28 4,851.56 29,402.15 Maximum K Ur 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 476,931.91 161,200.50 174,913.73 128,508.05 370,826.16 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 L/Rz: Mid Panel Moment 1007.37 699.95 0.00 919.67 1286.14 156.7603 Panel Point fb 1103.84 5123.86 0.00 6688.50 1440.91 TCShearStress: Mid Panel fb 712.97 996.36 0.00 1309.14 910.27 13,694.27 Fillers 0 0 6 0 0 BC Shear Stress: 18,025.70 Panel Point Stress 5,372.00 12,888.77 25,796.93 15,451.78 6,292.48 Mid Panel Stress 0.1206 0.4075 0.9836 0.5071 0.2651 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 886.46 10,795.89 3,925.58 5,096.75 2.05 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,148.33 4,826.79 886.46 1,098.49 2.75 x 0.077 1 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 4,826.79 755.70 1,098.49 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 1,281.72 5,787.30 2,040.07 2,309.66 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 V2 1,212.00 5,7.87.30 1,948.70 2,513.08 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 " Symmetrical Joist NEW MILLENNIUM H1.111..111Nr SVSTFMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K300/180 TCX Left r 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 1/2 BPL Length 2-7 3/4 Clear Bearing 0-3 7/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 J 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 L/120 0.00 Reqd LL Def U120 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) - --- ----- - 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 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 NEW MILLENNIUM Fl 1.111_1'IINf.: S.VSTI5.4S Geometry Base Length: 36-8 3/4 STRESS ANALYSIS - PAGE 1 Job Number. 'Job Name: 5814-0005 INTERURBAN OFFICES - HOPORDERS Joist Description: Short Span Crimp 28K2601160 Location: TUKWILA, WA Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 27.07 Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 TC Panel 2-0 3/8 2-3 3/8 First Half 1-4 1-4 First Diag. 4-1 3/8 4-7 3/8 Depth 28.00 28.00 Date Run: 8/4/2014 12:26:07 PM Mark: J75 BC Panel Length: 8@ 4-0 Shape: Parallel Chords ffl l III f I_Il] I i.J1]l l lilll 1 f1 -[l l_LLI Ill 1-1 I II I IJ -1111 I III111.11111 I l I-II 111 I -I I III 1111 I1 111111 Il I I I I I:[ Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 100.00 100.00 TC + 0-0 36-8 3/4 Uniform (pif) LL (1) 160.00 160.00 TC + 0-0 36-8 3/4 Uniform (pif) 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 (pif) WL (2) 42.00 42.00 TC - 0-0 36-8 3/4 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,224.56 Reaction RE: 5,228.01 Minimum Shear. 1,307.00 Max TC Comp.: Max BC Tension 21,207.70 120,728.26 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,499.33 7,166.80 0.00 0.00 7,626.18 1,109.99 41.44 0-2 V 1 S 1,548.54 7,015.05 0.00 0.00 318.89 1,163.14 28.53 2-0 3/8 W3 1,548.54 7,015.05 8,680.96 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 3,081.92 21,207.70 20,728.26 3,053.99 1,746.62 255.35 36.1816-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 300.00 1,115.39 I 27.07 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:26:07 PM NEW MILLENNIUM Location: Joist Description: Mark: RItit_nWG SYSTEMS Chord Properties TUKWILA, WA Short Span Crimp 28K2601160 J75 Chord Area Rx Rz -- Ryy - Y Ix - - - - Q - Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 J Axial and Bending Analysis _ ___ K: L1.00 _ Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 286.05 LL 360: 221.66 LL 240: 332.49 Max Bridg TC: 15-117/8 __ Max Bridg BC 17-31/8 Top Chord Check End Panel LE First Panel LE Interior Panel _ First Panel RE End Panel RE Gap Between Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 BendingLoad 260.00 260.00 0.00 260.00 260.00 Min Weld Len 2X: 0.5000 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 18,157.09 3yy: 3773.4273.427 1 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 0.9941 BC Stress: 0.97 Panel Point Moment 1179.04 1179.04 0.00 1540.65 1540.65 BC URz: 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 0 BC Shear Stress: 16,909.17 Panel Point Stress 4,892.46 14,181.92 24,625.75 16,990.20 5,678.14 - Mid Panel Stress 0.1201 0.4811 0.9622 0.6124 0.2708 Web Design Member _ Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 406.92 7,865.88 2,961.41 3,164.56 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 2,266.51 4,826.79 294.67 1,066.96 2.00 x 0.077 1 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 4,826.79 255.35 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 C 10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,115.39 1,889.39 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW IV{ILLENNIUM N1.111_r11N(: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:26:07 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K2601160 Mark: J75 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 1/2 BPL Length 2-7 5/8 Clear Bearing 0-3 7/8 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 1.1953 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:27:13 PM NEW MILLENNIUM Location: Joist Description: Mark: rti.ni_ovNc sverenA TUKWILA, WA Short Span Crimp 281(260/160 J75A Geometry - Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: Effective Depth: 28.00 - 126_96 _ BC Panel Length: 8 @ 4-0 - - - -- Shape: Parallel Chords _ Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8rr 1 i V 111 r i- 11 rr1°1111.1 I I F.11 11 i 1 L111 tufo I°o 1Jrr1 Lr111.11.rri IJ r_r-r-i 11]I LPrr1.1 r-rrr11 I I I I F[I 11 rrl TC Panel 2-0 3/8 2-3 3/8 \ - . First Half 1-4 1-4 II First Diag. 4-1 3/8 4-7 3/8 - Depth 28.00 28.00 Loads Load Type Category ________ Load1 _ _ _ Load2 Position Direction Loc/Begin Sp/End -1 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 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 pp (lbs) SM (2) 1,000.00 0.00TC - 18-4 3/8 0-0 Stress Analysis Summary ___ Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,473.02 Reaction RE: 6,487.33 Minimum Shear: 1,621.83 Max TC Comp.: 29,291.59 Max BC Tension 25,361.37 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 0.00 0.00 2,508.01 3,035.94 28.42 2-03/8 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 21,889.60 5,818.51 3,549.28 1,861.56 36.0912-13/8 W9 6,753.37 26,917.05 25,361.37 7,688.22 1,551.30 2,591.33 36.09 14-13/8 W10 8,389.37 29,291.59 25,361.37 7,688.22 2,171.50 1,551.30 36.09 16-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,376.00 2,885.77 26.96 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:27:13 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: FlLIII_OWG SYSTEMS TUKWILA, WA Short Span Crimp 28K2601160 J75A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 352.69 LL 360: 273.30 LL 240: 409.94 Max Bridg TC: 17-3 7/8 Max Bridg BC: 12-7 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 22.38 25.00 24.00 28.00 25.38 1.1250 Bending Load 272.00 272.00 0.00 272.00 272.00 Min weld Len 2X 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 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 y: F'e 476,931.91 161,200.50 174,913.73 128,508.05 370,826.16 Cm 0.9953 0.9748 0.8989 0.9648 0.9933 BC Stress: 0.98 Panel Point Moment 1245.49 1245.49 0.00 1625.81 1625.81 BCL/Rz: Mid Panel Moment 845.71 587.61 0.00 772.07 1079.72 156.7603 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 0.2185 0.4196 1.0062 0.5159 0.2673 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 9,584.96 9,716.30 3,178.04 4,512.04 5.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W3 2,155.76 14,453.10 6,455.69 7,344.62 2.90 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,767.95 7,865.88 2,482.08 3,241.18 4.47 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 2,171.82 14,453.10 5,810.00 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 1,861.56 10,795.89 4,200.67 5,096.75 2.19 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,549.28 7,865.88 1,861.56 3,241.18 2.34 x 0.102 1 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 V2 2,376.00 7,865.88 2,885.77 4,108.68 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 * Symmetrical Joist NEW MILLENNIUM HI.111_IIINr: SVSTFMS. TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: _ 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 28K2601160 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 5/8 BPL Length 2-7 3/4 Clear Bearing 0-3 7/8 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 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) 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 12:27:13 PM Mark: J75A STRESS ANALYSIS - PAGE 1 G Job Number 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:02 PM NEW MILLENNIUM Location: Joist Description: Mark: A1.iu_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA300/180 J76 Geometry Base Length: 21-01/4 Working Length: 20-81/4 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-01/8 3-4 1/8 111:11.1111:1:11_11111,11:1:11111,1[1 1.1.111.111-U1J.1.1p1.1awl.1:1.1-Ial_1_:111.L111.4,111a_I1Ia111:1;1_1;1:1-I:I:I[I11.1. 1,� TC Panel 2-2 1/8 2-4 1/8 111 First Half 1-4 1-4 �,-. 1 First Diag. 4-4 1/8 4-8 1/8 Depth 16.00 16.00 Loads Load Type Category 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 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 21-0 1/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,591.08 Reaction RE: 3,597.10 Minimum Shear: 899.28 Max TC Comp.: 16,281.93 Max BC Tension 13,984.93 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,171.67 9,157.91 0.00 0.00 8,100.64 965.86 37.34 0-2 V 1 S 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 3-0 1/8 W4 1,533.84 14,011.43 9,553.42 1,212.55 3,634.88 406.25 28.39 4-4 1/8 W5 1,533.84 14,011.43 13,984.93 1,722.18 248.99 2,331.15 28.39 6-41/8 W6 1,777.57 16,281.93 13,984.93 1,722.18 1,683.57 203.33 28.39 8-4 1/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 260.00 1,163.48 15.16 STRESS ANALYSIS - PAGE 2 G7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:02 PM NEW IVIILLENNIUNI Location: Joist Description: Mark: 141111-nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA300/180 J76 Chord Properties Chord Area Rx ---- Rz - -- Ryy Y Ix ------ Q --- Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 69.22 LL 360: 292.07 LL 240: 438.10 Max Bridg TC: 14-4 3/8 Max Bridg BC: 18-8118 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.13 26.00 24.00 28.00 26.13 1.1250 Bending Load 300.00 300.00 0.00 300.00 300.00 MWel 01n 5000d Len 2x: Axial Load 9,157.91 8,791.21 16,281.93 9,348.77 9,823.94 Max Load Fillers TC: fa 5,493.65 12,333.35 22,842.21 13,115.56 5,893.18 17,689.38 Maximum K Ur 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 Tco7URyy: 224.7131 F'e 416,885.00 92,022.83 107,999.01 79,346.21 355,498.94 Cm 0.9934 0.9330 0.8583 0.9174 0.9917 BC Stress: 0.90 Panel Point Moment 1499.57 1499.57 0.00 1782.45 1782.45 BCURz: Mid Panel Moment 1116.82 717.30 0.00 855.361301.74 186.4802 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 0.3483 0.8483 0.9296 1.0031 0.4099 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 8,100.64 8,126.46 965.86 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 298.72 4,826.79 1,412.95 3,090.00 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 260.00 4,826.79 1,163.48 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUIVt R1.111_OIN1: SVSTRKA TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 81412014 12:30:02 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA300/180 Mark: J76 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 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 L/120 0.00 Reqd LL Def L/120 0.00 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) 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 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:32 PM NEW MILLENNIUM Location: Joist Description: Mark: F11.111-f1INf. SV STR-MS TUKWILA, WA Short Span Crimp 16KA300/180 J76A Geometry Base Length: 21-01/4 Working Length: 20-81/4 Joist Depth: 16.00 Effective Depth: 15.11 BC Panel Length: 4 © 4-0 Shape: Parallel Chords 11 Variable Left End Right End BC Panel 3-0 1/8 3 4 1/8[I [I I I-111J-11-1-1:11 Il_I1 caw I%I11'1=11 0-1.1,1J 1111-11,,-Ill 11111.L.L1:ilm-1=1 I] If' I 11.111 I.I'1�-11-1J 1;111 l TC Panel 2-2 1/8 2-4 1/8 �- / First Half 1 4 1-4 �_ == .I. /'� First Diag. 4-4 1/8 4-8 1/8 -- -=1==� -- - Depth 16.00 16.00 Loads Load Type Category 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 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 Conc @ any pp (lbs) SM (2) 1,100.00 0.00 TC - 10-6 1/8 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 21-0 1/4 Stress Analysis Summary_ Int. Panel TC: 24.00 _ _ Max Panel BC: 48.00 Reaction LE: 4,171.22 Reaction RE: 4,187.18 Minimum Shear: 1,046.80 Max TC Comp.: 20,999.42 Max BC Tension 15,929.12 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 6-41/8 W6 4,445.64 20,999.42 15,929.12 3,717.59 2,077.59 1,218.94 28.36 8-4 1/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,336.00 1,959.72 15.11 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name. INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:32 PM NEW MILLENNIUM Location: Joist Description: Mark: 141.111_OINf. SYSTEMS TUKWILA, WA Short Span Crimp 16KA300/180 J76A Chord Properties Chord Area Rx Rz _- Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K. Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 80.59 LL 360: 340.07 LL 240: 510.11 Max Bridg TC: 15-21/2 Max Bridg BC: 13-81/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.13 26.00 24.00 28.00 26.13 1.1250 Bending Load 312.00 312.00 0.00 312.00 312.00 MWel 0i5000d Len 2X.• 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 Maximum K L/r 78.79 84.91 46.61 91.44 85.32 Max Load no Fillers TC: Fcr 31,757.84 29,513.46 42,656.07 27,129.53 29,363.87 16,651.95 Fa 19,054.70 17,708.07 25,593.64 16,277.71 17,618.32 TCO 212..2571 2571 : 21 F'e 413,482.38 112,252.72 131,741.05 96,789.34 352,597.34 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 URz: 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 1584.84 0.00 1890.82 1128.84 12,225.61 Fillers 0 0 6 0 0 BC Shear Stress: 17,440.68 Panel Point Stress 7,423.42 20,594.26 24,383.90 22,909.67 8,103.53 Mid Panel Stress 0.3527 0.7631 0.9527 0.8879 0.4092 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,588.10 4,826.79 2,364.05 3,103.43 2.07 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 1,336.00 4,826.79 1,959.72 3,323.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM R1.II1.171Nf SYSTEMS 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 3/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 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 1.1953 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) 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 12:30:32 PM Mark: J76A NEW MILLENNIUM F11.111_[IINf SYSTEMS Geometry_ Base Length: 21-0 1/4 Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description.: Short Span Crimp 16KA300/180 Date Run: 8/4/2014 12:30:55 PM Mark: J78 Working Length: 20-81/4 Joist Depth: 16.00 Effective Depth: 14.83 BC Panel Length: 4 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 1/8 3-4 1/8 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 Depth 16.00 16.00 [Hain hi ..l I oirs _III•_Ilalri_I-f.l_I-I�I I I�Ill:l.layl-I.U.i i:i i i L_I�I�LLI..I,JWI-I-Il1 11 Iaul_1=111-I:IJ:,I I I 1 f [.IallolLl I. Loads Load Type Category 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 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 Conc anywhere (lbs) CL (1) 2,200.00 0.00 TC + 10-6 1/8 0-0 Gross Uplift (pif) WL (2) 42.00 42.00 TC - 0-0 21-0 1/4 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,738.06 Reaction RE: 5,770.59 Minimum Shear 1,442.65 Max TC Comp.: Max BC 25,640.41 121,875.75 Tension Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,130.42 11,828.13 0.00 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 2-2 1/8 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 1,817.68 25,640.41 21,875.75 1,761.04 3,698.26 1,852.00 28.21 8-41/8 ymmetrical Jois Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 2,460.00 3,364.92 14.83 0 STRESS ANALYSIS - PAGE 2 Job Number' 5814-0005 (Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:55 PM NEW MILLENNIUM Location: Joist Description: Mark: FILM-MIMI SYSTEMS TUKWILA, WA Short Span Crimp 16KA300/180 J78 -- Chord Properties Chord _ Area Rx Rz Ryy Y Ix Q Material TC 0.9485 0.7361 0.4403 1.4631 0.7019 0.5140 1.0000 A40B = 2.3750 x 0.218 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis __ _ K: 1.00 Fy: 50,000.00 Fb:- 30,000.00121.76 Mom of Inertia: LL 360: 513.80 LL 240: 770.71 Max Bridg TC: 19-01/4 Max Bridg BC: 22-10 5/8 Top Chord Check End Panel LE - First Panel LE - - Interior Panel - - First Panel RE End Panel RE Gap Between Chords: Length 24.13 26.00 24.00 28.00 26.13 1.1250 Load 300.00 300.00 0.00 300.00 300.00 01n 5000d Len 2x MBending Axial Load 11,828.13 11,453.15 25,640.41 12,320.00 12,805.88 Max Load Fillers TC: fa 4,148.47 6,037.51 13,516.30 6,494.47 4,491.40 45,263.10 Maximum K Ur 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 Tco6URyy: 169.6758 229,416.53 269,245.81 197,813.23 346,785.69 F'e 406,667.16 Cm 0.9949 0.9868 0.9664 0.9836 0.9935 BC Stress: 0.94 Panel Point Moment 11790.01 10050.05 7822.22 10992.87 12927.74 BCURz: 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 4506.36 5820.92 5415.26 7,709.38 Fillers 0 0 0 0 0 BC Shear Stress: 19,153.64 Panel Point Stress 10,985.20 22,394.26 26,247.19 24,385.68 11,987.86 -------- - Mid Panel Stress 0.2535 0.4234_ 0.7007 0.4704 0.2801] Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,954.24 7,865.88 4,077.15 5,208.50 2.69 x 0.102 1 C16BB = 1.125 x 1.025 x .102 V2 2,460.00 4,826.79 3,364.92 3,411.13 2.94 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM RI,IIt.f_IINr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA300/180 Date Run: 8/4/2014 12:30:55 PM Mark: J78 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 2-7 BPL Length 2-9 1/4 Clear Bearing 0-3 7/8 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 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 1.7245 Section Modulus 1.7245 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 2.3578 Mom of Inertia 2.3578 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: 12(DL)+0.5(LL)+0.8(TL)+SM+AX+FEM Case 9b: 12(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM STRESS ANALYSIS - PAGE 1 0 Job Number. ` 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:10 AM NEW MILLENNIUM Location: Joist Description: Mark: cii.iu_nwr.. sys rms TUKWILA, WA Short Span Round 10K300/180 J79 Geometry _ _ Base Length: 11-61/4 _ __ _ _ __ Working Length: 11-2114 ___ Joist Depth: 10.00 _ _ Effective Depth: 9.21 _ BC Panel Length: 4 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-5 1/8 2-5 1/8 I1 11:1:111 I:CI:I:fll 1.1:1:1:1:1.1 LI_I1Il1.1-IJJ.l-L1-I-I-Il.f:1:1-CLl_IJ fJ-I I LTI:I_I I I:CII [I I 11.11:1111.111.1.1:1111111.1 11 1,111.1 TC Panel 1-7 1/8 1-7 1/8 i- First Half 0-10 0-10 '� First Diag. 3-3 1/8 3-3 1/8 Depth 10.00 10.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 1 Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-6 1/4 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 11-6 1/4 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 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 11-6 1/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,155.90 Reaction RE: 2,167.01 Minimum Shear. 541.75 Max TC Comp.: 9,860.35 Max BC Tension 7,533.33 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 13.591-71/8 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 3-31/8 W5 2,422.70 9,106.78 7,533.33 837.49 103.35 1,164.75 13.59 4-1 1/8 W6 2,265.20 9,860.35 7,533.33 837.49 426.53 799.87 13.59 4-11 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW IV% I L L E N N 1 U M Location: Joist Description: TUKWILA, WA Short Span Round 10K300/180 F11.111_1l1NFi SYSTEMS Chord Proaerties Date Run: 8/4/2014 9:04:10 AM Mark: J79 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis Fy 1.00 50,000.00 Fly30,000.00 Mom of Inertia LL 360: 22.11 589.83 ILL 240: 884.74 Max Bridg TC: 10-0 3/8 Max Bridg BC: 15-6 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 17.13 20.00 20.00 20.00 17.13 Bending Load 300.00 0.00 0.00 0.00 300.00 Axial Load 7,565.00 7,117.63 9,860.35 7,117.63 7,565.00 fa 5,133.68 13, 703.56 18,984.11 13, 703.56 5,133.68 Maximum K Ur 66.53 77.70 46.53 77.70 Fcr 34,852.79 31,173.78 40, 759.98 31,173.78 66.53 34,852.79 Fa 20, 911.67 18, 704.27 24,455.99 18,704.27 20,911.67 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 Panel Point Moment 839.31 839.31 0.00 839.31 839.31 Mid Panel Moment 534.83 414.48 0.00 414.48 534.83 Panel Point fb 733.61 8551.32 0.00 8551.32 Mid Panel fb 622.82 1713.63 0.00 1713.63 Fillers 0 0 1 0 Panel Point Stress 5,867.30 22,254.88 18,984.11 22,254.88 Mid Panel Stress 0.2651 0.7941 0.7763 0.7941 733.61 622.82 0 5,867.30 0.2651 Web Design Gap Between Chords: 0.5000 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 12,829.47 Max Load no Fillers TC: 9,812.15 TC OAURyy: 172.8402 BC Stress: 0.48 BC L/Rz: 77.7001 TC Shear Stress: 10,411.07 BC Shear Stress: 10,411.07 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 426.53 5,947.89 799.87 3,479.39 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM R1.111_flINf: SV TRMS. TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K300/180 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 2-0 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 L/120 0.00 Reqd LL Def L/120 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 Date Run: 8/4/2014 9:04:10 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: J79 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:17 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.II1_I_ilNfi SYSTEMS TUKWILA, WA Short Span Round 10K300/180 J79A Geometry Base Length: 11-61/4 Working Length: 11-21/4 Joist Depth: 10.00 Effective Depth: 9.21 BC Panel Length: 4 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-5 1/8 2-5 1/8 fl:f 1:1:11:1; I I iI-I_I 1.I1I11111uU111-Irl_I-I-I-II-II: I.11111J1 1111.111 11_I11:I1-11-111sI1rI:I11-1-L.LLI-ILI11-I°.Iml 111 i 1 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 10.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-6 1/4 Uniform (plf) 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 (plf) SM (1) 15.00 15.00 TC + 0-0 11-6 1/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 11-6 1/4 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,223.03 Reaction RE: 2,234.14 Minimum Shear. 558.53 Max TC Comp.: 10,099.63 Max BC Tension 7,772.61 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2,265.20 10,099.63 7,772.61 837.49 426.53 824.64 13.59 4-11 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:17 AM NEW M I L L E N N I U M Location: Joist Description: Mark: Ni.ni_owr.. SvsrFM5 TUKWILA, WA Short Span Round 10K300/180 J79A Chord Properties Chord Area Rx Rz Ryy _ Y ___ _ __ _ Ix _ Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC_ _ 0.2597_ 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 J Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 22.11 LL 360: 589.83 __ ___ -- LL 240: 884.74 Max Bridg TC: 10-0 3/8 Max Bridg BC: 15-6 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 17.13 20.00 20.00 20.00 17.13 0.5000 Bending Load 312.00 0.00 0.00 0.00 312.00 Min weld Len 2X 0.5000 Axial Load 7,737.54 7,270.01 10,099.63 7,270.01 7,737.54 fa 5,250.78 13,996.95 19,444.80 13,996.95 5,250.78 Max Load Fillers TC: 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 0.9471 0.9014 0.9471 0.9968 BC Stress: 0.50 Panel Point Moment 872.88 872.88 0.00 872.88 872.88 BCURz: 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 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 0.2715 0.8125 0.7951 0.8125 0.2715 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 426.53 5,947.89 824.64 3,479.39 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM R1.111_r11Nr.. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:17 AM Location: TUKWILA, WA Joist Description: Short Span Round 10K300/180 Mark: J79A 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 2-0 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 L/120 0.00 Reqd LL Def L/120 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 STRESS ANALYSIS - PAGE 1 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:17:57 PM NEW MILLENNIUM Location: Joist Description: Mark: etiu,nwr.. SV.STRSMS TUKWILA, WA Short Span Crimp 16KA280/170 J8 Geometry Base Length: 25-91/2 Working Length: 25-51/2 Joist Depth: 16.00 Effective Depth: 15.09 BC Panel Length: 5 @ 4-0 Shape: 1 Parallel Chords Variable Left End Right End 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 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (pif) LL (1) 170.00 170.00 TC + 0-0 25-9 1/2 Uniform (pif) 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 (lbs) WL (2) 350.00 0.00 TC - 2-11 3/4 2-11 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,054.36 Reaction RE: 1 Minimum Shear: 4,059.26 1,014.82 Max TC Comp.: 19,723.89 Max BC Tension 20,566.69 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2-5 3/4 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 3,091.50 19,723.89 20,566.69 3,096.81 397.28 1,906.33 28.35 10-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,147.96 15.09 NEW MILLENNIUM R1.111_f.11N1: SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. Name: 5814-0005 !Job INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 Date Run: 8/4/2014 1:17:57 PM Mark: J8 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 84.82 LL 360: 192.05 LL 240: 288.08 Max Bridg TC: 14-6 Max Bridg BC: 17-1 3/4 Top Chord Check Length Bending Load Axial Load fa Maximum K L/r End Panel LE First Panel LE Interior Panel First Panel RE 27.75 29.00 24.00 29.00 280.00 280.00 0.00 280.00 7,574.09 7,354.74 19,723.89 7,354.74 9,755.39 9,472.88 25,404.28 9,472.88 94.23 98.47 48.37 98.47 Fcr 26,077.60 24, 571.08 41, 965.59 24, 571.08 Fa F'e Cm 15,646.56 14,742.65 25,179.36 14,742.65 91, 513.52 83, 794.45 122,345.71 83,794.45 0.9467 0.9435 0.8609 0.9435 Panel Point Moment 2017.09 2017.09 0.00 2017.09 Mid Panel Moment 1324.10 789.49 0.00 789.49 Panel Point fb Mid Panel fb Fillers Panel Point Stress Mid Panel Stress Web Design 11872.57 11872.58 0.00 11872.58 3245.15 1934.91 0.00 1934.91 0 0 8 0 21,627.96 21, 345.46 25,404.28 21, 345.46 0.7348 0.7096 1.0089 0.7096 End Panel RE 27.75 280.00 7,574.09 9,755.39 94.23 26,077.60 15, 646.56 91, 513.52 0.9467 2017.09 1324.10 11872.57 3245.15 0 21, 627.96 0.7348 Gap Between Chords: 1.1250 Min Weld Len 2X: 0 5000 Max Load Fillers TC: 19,744.75 Max Load no Fillers TC: 14,438.62 TC OAL/Ryy: 266.9745 BC Stress: 0.96 BC L/Rz: 171.6124 TC Shear Stress: 12,717.23 BC Shear Stress: 13,485.94 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 397.28 4,826.79 1,906.33 1,968.64 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 397.04 4,826.79 1,413.95 3,267.15 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,147.96 3,329.11 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetricai Jois NEW MILLENNIUM RLI11_f.7INf. SVSTFMS. TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 F TCX Left 1 r 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 1Reqd 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 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 Date Run: 8/4/2014 1:17:57 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: J8 STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:34:12 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_f7INf: SYSTEMS TUKWILA, WA Short Span Round 10K300/180 J82 Geometry Base Length: 11-7112 1 Working Length: 11-31/2 Joist Depth: 10.00 Effective Depth: 9.21 BC Panel Length: 4 @ 1-8 Shape: Parallel Chords _ Variable Left End Right End BC Panel 2-51/8 2-63/8 1,.1.,111,1.11:111111111.1:11-111.1111-1:111.1,1 1, riiiiii I1 I I ILI1I tIIiI 111;1 I lira 1i1rI:aa Lizui:rI1111ILl[i:IL1aa.l:I.I 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 10.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End Uniform (plf) DL (1) 120.00 120.00 TC + 0-0 11-7 1/2 Uniform (plf) 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 (plf) WL (2) 42.00 42.00 TC - 0-0 11-7 1/2 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,171.53 Reaction RE: 2,184.95 Minimum Shear. 546.24 Max TC Comp.: 9,978.43 Max BC Tension 7,698.17 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,735.68 7,605.85 0.00 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 2,232.16 9,978.43 7,698.17 855.81 806.49 806.49 13.59 4-11 1/8 ' Symmetrical Joist 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: ni.m_nwr.. 9Y5TeM5 TUKWILA, WA Short Span Round 10K300/180 J82 Chord Properties __ _ __ Chord Area Rx Rz Ryy Y ___ Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 L BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A168 = 1.3750 x 0.102 Axial and Bending Analysis K. 1.00 Fy: 50,000.00 Fb. 30,000.00 Mom of Inertia. 22.11 LL 360. 573.65 LL 240. 860.48 Max Bridg TC. 10-0114 Max Bridg BC: 15-6 318 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Fillers 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 46.53 77.70 71.39 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 40,759.98 31,173.78 33,273.25 9,812.15 Fa 20,911.67 18,704.27 24,455.99 18,704.27 19,963.95 174..4495 4495 TC : F'e 812,211.94 132,181.47 132,181.47 132,181.47 705,465.56 Cm 0.9968 0.9479 0.9026 0.9467 0.9963 BC Stress: 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 TC Shear Stress: Mid Panel fb 622.82 1713.63 0.00 1715.06 558.60 10,549.10 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 0.2665 0.7984 0.7856 0.8145 0.2819 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 6,090.57 6,776.60 644.56 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 806.49 5,947.89 806.49 3,479.39 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM FI.111_LIINf. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:34:12 PM Location: TUKWILA, WA Joist Description: Short Span Round 101(300/180 Mark: J82 TCX Left TCX Right TCX Length 0-0 TCX Length 0-3 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 2-5 Clear Bearing 0-7 3/8 Clear Bearing 0-10 5/8 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 0.04 Live Load 180.00 Live Load 180.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.03 Section Modulus 0.8587 Section Modulus 0.8587 Reqd SM 0.0000 Reqd SM 0.0104 Mom of Inertia 1.2263 Mom of Inertia 1.2263 Reqd MI 0.0000 Reqd MI 0.0011 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 STRESS ANALYSIS - PAGE 1 0 Job Number: Job Name: 5814-0005 1INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit.m_mwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J9 Geometry _ _ Base Length: 43-31/4 __ _ Working Length: 42-11 1/4 Joist Depth: 30.00 Effective Depth: 28.91 BC Panel Length: 9 @4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 5-0 4-01/4 1II 1I IEI.I 11.11-1-111-1:11111-11 i 11111 IJ 1.1:1R1:111 rural 111 U I I 6:11111.11,1 11111:1 If1 11.11111111111,11 TC Panel 3-0 2-61/4 j \ \ .I:IJIIIIIJJ / , First Half 1-2 1-1 < ,, / I .I, �\;' First Diag. 6-2 5-1 1/4 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-3 1/4 Uniform (pif) 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 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 (pif) WL (2) 42.00 42.00 TC - 0-0 43-3 1/4 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 (48.00 Reaction LE: 6,505.44 Reaction RE: 6,508.34 Minimum Shear. Max TC Comp.: 1,627.09 128,754.70 Max BC Tension 28,935.74 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 W10 3,998.17 28,754.70 27,948.26 3,912.10 2,114.56 292.96 37.58 18-2 W11 3,998.17 28,754.70 28,935.74 4,014.51 292.96 2,114.56 37.58 20-2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,193.271 28.911 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW MILLENNIUM Location: Joist Description: Mark: ill iu_rnrir.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J9 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 449.52 LL 360: 240: 212.15 ILL 318.23 Max Bridg TC: 17-3118 Max Bridg BC: 20-2 3/8 Top Chord Check End Panel LE First Panel LE Interior.Panel First Panel RE End Panel RE Gap Between 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 MWel 0�n 5000d Len 2x: Axial Load 13,506.89 12,887.47 28,754.70 11,091.37 11,473.67 Max Load Fillers TC: fa 6,543.40 11,610.34 25,905.14 9,992.23 5,558.41 29,402.15 Maximum K Ur 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 OAL/ Ryy: 4006.8596.859 9 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 BC Stress: 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 jr Shear Stress: Mid Panel fb 1365.64 2230.51 0.00 1427.43 969.01 14,035.79 Fillers 0 0 8 0 0 BC Shear Stress: 15,110.45 Panel Point Stress 8,926.19 22,670.90 25,905.14 17,244.24 7,120.72 Mid Panel Stress 0.4711 0.9807 0.9878 0.6341 0.3266 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 W3 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 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 520.25 10,795.89 3,921.65 4,793.99 2.05 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,193.88 4,826.79 411.08 1,006.95 2.79 x 0.077 1 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 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 280.00 4,826.79 1,193.27 1,700.69 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM FI1.111_rINCI SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA 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. 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 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 1.3440 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) .... _ _fie 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 9:04:32 AM Mark: J9 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW /MILLENNIUM Location: Joist Description: Mark: FlIJII_mINC. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 �J9A Geometry Base Length: 43-31/4 Working Length: 42-11 1/4 Joist Depth: 30.00 Effective Depth: 28.81 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 5-0 4-0 1/4 TC Panel 3-0 2-61/4 LI I Iflalat:lll'I-II:ILII:II:II:IaI I.1:I:I:I]I �� IJ-1.p_lillle liLI] ILLI III:U:III IIIA LIIKEI;I:I:Ielfl_111-Elul MILL III:I:I�I_I First Half 1-2 1-1 / i I 1 First Diag. 6-2 5-1 1/4 Depth 30.00 30.00 Loads Load Type Category 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- 14-6 29-0 Conc Load (lbs) SM (2) 1,000.00 0.00 TC- 29-0 43-3 1/4 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 7,837.10 Reaction RE: 7,847.94 Minimum Shear: TC Comp.: Max BC Tension 1,961.99 1Max 38,711.98 (36,059.23 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 9,267.46 36,100.86 34,633.65 9,679.57 1,215.58 3,268.78 37.50 16-2 W10 10,091.68 38,711.98 34,633.65 9,679.57 2,558.78 1,215.58 37.50 18-2 W11 10,091.68 38,711.98 36,059.23 10,282.49 1,345.70 2,553.65 37.50 20-2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,232.00 1,940.80 28.81 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW M I L L E N N I U M Location: Joist Description: Mark: auni_rnr.rr.. SVSTEbI$ TUKWILA, WA Short Span Crimp 301(280/170 J9A Chord Properties Chord Area Rx Rz Ryy _ _ _ _ __ Y ___ Ix Q Material TC 0.7132 0.6446 0.3831 1.3432 0.6159 0.2963 1.0000 A36B = 2.0780 x 0.188 BC 0.6209 0.6011 0.3559 1.2877 0.5763 0.2243 1.0000 A34A = 1.9380 x 0.176 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 551.45 LL 360: 260.25 LL 240: 390.38 Max Bridg TC: 18-3 5/8 Max Bridg BC: 14-5 5/8 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 34.00 38.00 24.00 31.00 28.25 1.1250 Bending Load 304.00 304.00 0.00 304.00 304.00 Min Weld Len 2X: 0.5000 Axial Load 16,771.68 16,089.99 38,711.98 13,678.76 14,099.49 fa 7,045.15 11,280.14 27,139.64 9,589.71 5,922.66 Max Load Fillers TC: 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 45,180.43 30,977.51 33,596.96 32,438.42 Fa 16,865.82 14,611.52 27,108.26 18,586.51 20,158.18 383..6104 3C 6104 . F'e 202,661.53 82,359.01 206,469.45 123,752.77 293,556.88 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 BCURz: 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 TC Shear Stress: Mid Panel fb 1251.75 1764.11 0.00 1125.91 886.73 13,617.62 Fillers 0 0 8 0 0 BC Shear Stress: 15,802.62 - Panel Point Stress 9,432.59 19,887.11 27,139.64 15,252.61 7,493.46 Mid Panel Stress 0.4564 0.8351 1.0012 0.5528 0.3207 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 16,749.25 21,417.86 4,457.98 6,087.68 5.29 x 0.230 1 WR10A20B = Wrapped R100 with A 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 2,208.96 14,453.10 5,494.36 6,408.69 2.47 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W8 4,784.36 7,865.88 2,208.96 3,066.76 3.16 x 0.102 1 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 1,232.00 5,787.30 1,940.80 2,276.58 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 * Symmetrical Joist NEW MILLENNIUM R1.111.MINCI SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 9:04:37 AM Mark: J9A 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 3-5 1/4 BPL Length 2-11 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 L/120 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 1.9486 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 NEW MILLENNIUM R1.111_f11Nr. SYSTEMS Geometry STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Base Length: Working Length: 43_0 _ _ 42-8 Joist Depth: Effective Depth: 30.00 28.93 Variable Left End Right End BC Panel 5-0 3-9 TC Panel 3-0 2-5 First Half 1-2 1-1 First Diag. 6-2 4-10 Depth 30.00 30.00 Joist Description: Short Span Crimp 30K280/170 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Date Run: 8/4/2014 9:04:43 AM Mark: TJ10 I:I`I;-1 I:fp I I [LLI [ LCa I;I 1:11 LI_LLI I f1 l flaa l I:1 I Cf11:fL1.IJlaaa;l7l 1:1 I I LI_fl_Igl I Irl [i ,f 111-1-1-.H11.1-1-11 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Uniform (plf) DL (1) 110.00 110.00 TC 0-0 Sp/End 43-0 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 (plf) WL (2) 42.00 42.00 TC - 0-0 43-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,467.49 Reaction RE: 6,470.41 Minimum Shear. 1,617.60 Max TC Comp.: 28,458.73 Max BC Tension 28,543.08 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,676.87 13,432.61 0.00 0.00 13, 599.88 1,873.93 64.82 0-2 V1 S 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 W6 3,205.19 23,227.35 20,004.77 2,845.18 4,760.90 636.64 37.59 10-2 W7 3,205.19 23,227.35 24, 755.04 3,495.51 527.50 3,972.54 37.59 12-2 W8 3,716.16 26, 668.39 24,755.04 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 W10 W11 * Symmetrical Joist Standard Verticals 3,948.42 28,458.73 27,647.22 3,867.13 2,101.68 291.03 37.59 3,948.42 28,458.73 28, 543.08 3,960.03 291.03 2,101.68 37.59 16-2 18-2 20-2 Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,191.61 28.93 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:43 AM NEW MILLENNIUM Location: Joist Description: Mark: ALIIL.DINr. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 TJ10 Chord Properties Chord Area Rx Rz _ _ Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 _ Fb: 30,000.00 __ Mom of Inertia: 429.87 LL 360: 206.76 LL 240: 310.14 Max Bridg TC: 17-31/4 Max Bridg BC: 19-0 3/4 Top Chord Check End Panel LE First Panel LE Interior Pan& First Panel RE End Panel RE Gap Between Chords: Length 34.00 38.00 24.00 29.00 27.00 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 13,432.61 12,813.59 28,458.73 10,521.38 10,842.35 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 Fa 15,277.33 12,967.28 26,226.16 18,277.68 19,480.92 TC 2URyy: 4004.4.2936 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 Panel Point Moment 3202.54 3202.54 0.00 1833.07 1833.07 BCURz: Mid Panel Moment 1929.53 1566.93 0.00 854.59 1278.99 149.3466 Panel Point fb 2382.79 11060.56 0.00 6330.85 1363.86 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: 16,444.85 Panel Point Stress 8,890.21 22,604.34 25,638.49 15,809.56 6,616.43 Mid Panel Stress 0.4687 0.9754 0.9776 0.5592 0.2974 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 527.50 10,795.89 3,972.54 4,779.24 2.07 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,244.95 4,826.79 418.36 1,002.74 2.84 x 0.077 1 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 280.00 4,826.79 1,191.61 1,692.70 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_111NG TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 TCX Left 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 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 0.00 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) 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 9:04:43 AM Mark: TJ10 NEW MILLENNIUM R1.111_IIIN r. SYSTEMS Geometry Base Length: 17-6 STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM Location: TUKWILA, WA Joist Description: Mark: Short Span Round 14K2801170 TJ12 Working Length: Joist Depth: Effective Depth: 17-2 14.00 13.20 rVariable BC Panel Left End Right End 2-2 5/8 1-11 3/8 TC Panel 1-4 5/8 1-1 3/8 First Half 0-10 0-10 First Diag. 3-0 5/8 2-9 3/8 Depth 14.00 14.00 BC Panel Length: 8@1-8 Shape: Parallel Chords i_uii.ialr_i-i_i.i-i.-i-ri-i.i-r.la_ri:cr_r-i u i-i-ui_ :r.o-iirw.i i_r.:rini.i i_i.ri_r_i rr-r.r11T1 arra Loads Load Type Category 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 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 17-6 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 17-6 Stress Analysis Summa Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,888.84 Reaction RE: 2,896.09 Minimum Shear. 724.02 Max TC Comp.: 13,011.14 Max BC Tension 11,107.04 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. • Web Length PP Dist. W2 2,795.04 7,228.09 0.00 0.00 5,753.61 708.89 27.94 0-2 V 1 S 3,016.53 6,990.91 0.00 0.00 446.88 1,180.51 16.56 1-4 5/8 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 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 1,392.92 13, 011.14 11,107.04 1,397.23 908.34 908.34 16.56 8-0 5/8 Symmetrical Joist Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA FlI.111_111Nf: SV STFMS Chord Properties Chord Area Rx Rz STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K2801170 Ryy Y Ix Date Run: 8/4/2014 9:10:47 AM Mark: TJ12 Material TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 0.7767 Axial and Bending Analysis K: - ---- Fy: 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 48.47 Top Chord Check Length Bending Load End Panel LE 0.3969 0.0480 LL 360. 357.91 LL 240. 536.87 0.9471 A168 = 1.3750 x 0.102 Max Bridg TC. Max Bridg BC: 10-1 5/8 15-3 3/4 First Panel LE Interior Panel First Panel RE End Panel RE 14.63 20.00 20.00 20.00 11.38 280.00 0.00 0.00 0.00 280.00 Axial Load 7,228.09 6,990.91 13,011.14 6,634.72 6,849.63 fa 4,662.08 11,725.79 21, 823.45 11,128.34 4,417.98 Maximum K L/r 57.24 78.28 46.79 78.28 46.10 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 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 0.9988 Panel Point Moment 767.66 780.50 0.00 783.37 757.01 Mid Panel Moment 298.69 392.58 0.00 396.48 421.17 Panel Point fb 656.92 6957.20 0.00 6982.77 647.80 Mid Panel fb 314.68 1452.92 0.00 1467.33 360.41 Fillers 0 0 3 0 0 Panel Point Stress 5,319.00 18,682.99 21, 823.45 18,111.11 5,065.78 Mid Panel Stress Web Design r Member Web Tension 0.1096 0.6616 Allow Tension Web Comp 0.8565 0.6305 0.0984 Gap Between Chords: 0.5000 Min Weld Len 2X: 0.5000 rMax Load Fillers TC: 15,343.17 Max Load no Fillers TC: 11,517.28 TC OAURyy: 263.8087 BC Stress: 0.71 BC URz: 77.7001 TC Shear Stress: 11,574.01 BC Shear Stress: 13,204.88 Allow Comp Weld Qty Material W2 5,753.61 6,776.60 708.89 2,059.06 2.18 x 0.177 1 R056 = round 9/16 VIS 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 5,947.89 182.78 2,341.68 2.00 x 0.170 1 R050 = round 1/2 182.78 5,947.89 1,627.60 2,341.68 2.00 x 0.170 1 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 W10 908.34 5,947.89 908.34 2,341.68 2.00 x 0.170 1 R050 = round 1/2 R050 = round 1/2 Symmetrical Joist NEW MILLENNIUM FlI.11l.r,INr: sysremS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: TJ12 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 1-9 5/8 BPL Length 1-6 3/8 Clear Bearing 0-5 3/8 Clear Bearing 0-4 7/8 BPL Material: A30B = 1.7970 x 0.158 BPL Material: A30B = 1.7970 x 0.158 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 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.9746 Section Modulus 0.9746 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.3646 Mom of Inertia 1.3646 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 „1 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:32:38 AM NEW MILLENNIUM Location: Joist Description: Mark: Fi1.111_miNr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ20 -- - Geometry Base Length: 43-5 Working length: 43-1 Joist-Depth:ep 30.00 Effective Depth: 28.91 _ _ BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-8 1/2 4-8 1/2 TC Panel 2-5 1/2 2-11 1/2' \ . ; First Half 1-6 1-6 , 1.:/ 1... 1.. , . ' \/-- First Diag. 5-2 1/2 6-2 1/2 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-5 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-5 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-8 1/2 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-5 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,525.85 Reaction RE: 6,528.76 Minimum Shear. Max TC Comp.: 1,632.19 128,910.68 Max BC Tension 29,130.64 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,259.11 8,761.53 0.00 0.00 11,031.09 1,522.88 51.40 0-2 V1S 1,204.19 8,395.37 0.00 0.00 250.89 1,492.59 32.57 2-51/2 W3 1,204.19 8,395.37 13,629.77 1,950.44 884.34 6,409.21 34.06 3-81/2 W4 2,455.93 17,207.21 13,629.77 1,950.44 6,206.94 846.04 37.58 5-2 1/2 W5 2,455.93 17,207.21 20,319.83 2,891.70 736.87 5,422.50 37.58 7-2 1/2 W6 3,257.74 22,967.64 20,319.83 2,891.70 4,694.72 627.71 37.58 9-2 1/2 W7 3,257.74 22,967.64 25,150.63 3,554.06 518.54 3,906.50 37.58 11-21/2 W8 3,780.66 26,868.80 25,150.63 3,554.06 3,178.73 409.37 37.58 13-21/2 W9 3,780.66 26,868.80 28,122.15 3,937.54 300.21 2,390.51 37.58 15-21/2 W10 4,024.69 28,910.68 28,122.15 3,937.54 2,121.19 293.95 37.58 17-2 1/2 W11 4,024.69 28, 910.68 29,130.64 4,042.12 293.95 2,121.19 37.58 19-2 1/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,194.16 28.91 STRESS ANALYSIS - PAGE 2 G, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:32:38 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.1u.nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ20 Chord Properties _ Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: Mom of Inertia: 360: 30,000.00 1449.52 ILL 210.00 LL 240: 315.00 Max Brid 9 TC: 17-3 Max BridgBC: 20-1 1/ l Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 27.50 33.00 24.00 39.00 33.50 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X 0 5000 Axial Load 8,761.53 8,395.37 28,910.68 10,489.13 11,103.44 Max Load Fillers TC: fa 7,893.27 7,563.39 26,045.66 9,449.67 10,003.10 29,402.15 Maximum K L/r 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 02 4088..241177 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 0.9443 BC Stress: 0.93 Panel Point Moment 2275.33 2275.33 0.00 3304.62 3304.62 Bc L/Rz: Mid Panel Moment 1202.21 1195.66 0.00 1679.27 1808.00 144.1009 Panel Pointfb 7858.26 7858.26 0.00 11413.11 11413.11 TC Shear Stress: Mid Panel fb 1711.33 1702.01 0.00 2390.42 2573.67 13,974.56 Fillers 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 21,416.20 Mid Panel Stress 0.4670 0.5335 0.9931 0.8492 0.7323 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 11,031.09 21,417.86 1,522.88 5,338.24 3.88 x 0.230 1 R100 = round 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 518.54 10,795.89 3,906.50 4,793.99 2.04 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,178.73 4,826.79 409.37 1,006.95 2.78 x 0.077 1 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 280.00 4,826.79 1,194.16 1,700.69 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Fl1.111_f-11Nr. Si VSTID. TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 fJob Name: -- - ----_ - ------ - -- -- - - - -- - INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 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 BPL Length 0-4 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 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 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 Date Run: 8/4/2014 9:32:38 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: TJ20 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:33:34 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 TJ20A Geometry Base Length: 43-5 Working Length: 43-1 Joist Depth: 30.00 Effective Depth: 28.91 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-11 1/2 4-5 1/2 TC Panel 2-7 1/2 2-10 1/2 = First Half 1-6 1-6 First Diag. 5-5 1/2 5-11 1/2 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 43-5 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 43-5 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-8 1/2 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-5 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 6,525.85 Reaction RE: 6,528.76 Minimum Shear: 1,632.19 Max TC Comp.: 28,837.54 Max BC Tension 29,167.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,342.48 9,343.28 0.00 0.00 11,525.54 1,590.62 53.91 0-2 V1S 1,280.99 8,933.34 0.00 0.00 238.82 1,552.06 33.05 2-71/2 W3 1,280.99 8,933.34 13,149.90 1,882.35 874.03 6,337.08 34.06 3-11 1/2 W4 2,396.55 16, 785.45 13,149.90 1,882.35 6,112.19 832.39 37.58 5-5 1/2 W5 2,396.55 16,785.45 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 W8 3,756.15 26,679.45 24,903.18 3,520.84 3,083.98 395.73 37.58 13-51/2 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 1 W11 4,017.61 28,837.54 29,167.48 4,043.76 293.95 2,121.19 37.5819-51/2 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,193.92 28.91 �,7 Job Number. 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: FI1.111_nING SYSTEMS LTUKWILA, WA Short Span Crimp 30K2801170 TJ20A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K: 1.00 _ __ Fy: 50,000.00 _ __ _ _ Fb: 30,000.00 ____ Mom of Inertia: 449.52 LL 360: 210.00 LL 240: 315.00 Max Bridg TC: 17-3 __ _ _ Max Bridg BC: 20-11/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 29.50 34.00 24.00 37.00 32.50 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Wel 0�5000d Len 2x 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 Ur 83.01 95.67 40.45 104.11 91.45 Max Load no Fillers TC: Fcr 29,959.78 25,462.22 43,710.27 22,554.80 26,949.84 23,827.48 Fa 17,975.87 15,277.33 26,226.16 13,532.88 16,169.91 TC yy: 4008.241 8.241 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 0.9504 BC Stress: 0 93 Panel Point Moment 2519.16 2519.16 0.00 3036.48 3036.48 BC uRz: 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 2457.33 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 0.5349 0.5869 0.9906 0.7392 0.6701 Web Design Member -__ Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 C1OAB = 1.125 x 0.756 x .077 W7 504.89 10,795.89 3,811.75 4,793.99 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,083.98 4,826.79 395.73 1,006.95 2.70 x 0.077 1 C10AB = 1.125 x 0.756 x .077 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 280.00 4,826.79 1,193.92 1,700.69 2.00 x 0.077 1 C 10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM A;.11l_OIN11 SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 9:33:34 AM Mark: TJ20A 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 BPL Length 0-4 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 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 0.0000 Section 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:29:02 AM NEW MILLENNIUM Location: Joist Description: Mark: r-1i.n1_owr, SYSTEMS TUKWILA, WA Short Span Round 14K2801170 TJ23 Geometry _ Base Length: 18-21/2 Working Length: 17-101/2 ____ Joist Depth: 14.00 _ Effective Depth: 13.20 BC Panel Length: Shape: 8 @ 1-8 1Parallel Chords Variable Left End Right End BC Panel 1-8 7/8 3-1 5/8 f I I I fl 0-.1,10ium-1,0-111 I IJ_I[[I [I IJJ[I.I_I_LI 111;111 L1 1:1:11_1-111_1.1 I 1.111-1 1 II1.1 1_1 iii ri 1 iiLilt I f HURT' TC Panel 0-10 7/8 2-3 5/8 •. \ i First Half 0-10 0-10 , First Diag. 2-6 7/8 3-11 5/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 1 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 (plf) WL (2) 42.00 42.00 TC - 0-0 18-2 1/2 Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Reaction LE: 2,988.42 Reaction RE: 2,995.46 Minimum Shear 748.86 Max TC Comp.: 12,990.27 Max BC Tension 12,164.82 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 0-10 7/8 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 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 1,502.44 12, 990.27 12,164.82 1,524.65 939.50 939.50 16.56 7-6 7/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0-I Job Number. Job Name: 5814-0005 [INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:29:02 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III.I7IINl: SVSTFMS TUKWILA, WA Short Span Round 14K2801170 TJ23 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 48.47 LL 360: 317.03 LL 240: Max Bridg TC: 475.54 110-1 Max Bridg BC: 14-8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Min weld Len 2x: 0.5000 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 Ur 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..6940 6940 Tc : 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: 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 0.0857 0.5266 0.8551 0.7315 0.4152 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,884.35 5,947.89 212.41 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 212.41 5,947.89 1,831.34 2,341.68 2.00 x 0.170 1 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 939.50 5,947.89 939.50 2,341.68 2.00 x 0.170 1 R050 = round 1/2 ' Symmetrical Joist NEW MILLENNIUM F11.111-I:IINC SYSTEMS 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 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 2-8 5/8 Clear Bearing 0-4 1/2 Clear Bearing 0-6 5/8 BPL Material: A30B = 1.7970 x 0.158 [PL 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 0.9746 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) 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 11:29:02 AM Mark: TJ23 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:05:28 AM NEW /MILLENNIUM Location: Joist Description: Mark: RI_III_fllNf.: SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 TJ28 Geometry__ Base Length: 43-5 Working Length: 43-1 Joist Depth: 30.00 Effective Depth: 28.91 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-11 1/2 4-5 1/2 l_J:Il..IliIl TC Panel 2-7 1/2 2-10 1/2 !ILL' larru[I:I I4.I I:IIU LI1111.111I 111.1:1:1:111.111:1:1111-11.11.1.1III.1_11:1:11 1 11.III:1111,111:0:1:1 First Half 1-6 1-6 �. �. 1. y First Diag. 5-5 1/2 5-11 1/2 Depth 30.00 30.00 Loads Load Type Category Loadl 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 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 (plf) SM (1) 15.00 15.00 TC + 0-0 43-5 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 43-5 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 6,525.85 Reaction RE: 6,528.76 Minimum Shear. 1,632.19 Max TC Comp.: 28,837.54 Max BC Tension 29,167.48 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 5-51/2 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 9-5 1/2 W7 3,215.80 22,662.09 24,903.18 3,520.84 504.89 3,811.75 37.5811-51/2 W8 3,756.15 26,679.45 24,903.18 3,520.84 3,083.98 395.73 37.58 13-51/2 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 4,017.61 28,837.54 29,167.48 4,043.76 293.95 2,121.19 37.58 19-51/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,193.92 28.91 NEW MILLENNIUM fi.ut-nwr.. SVSTF_MS Chord Properties Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 Date Run: 8/4/2014 10:05:28 AM Mark: TJ28 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 BC 0.5206 0.5580 0.3331 1.2260 0.5292 0.1621 1.0000 A30B = 1.7970 x 0.158 Axial and Bending Analysis K. --- - Fy: 1.00 50,000.00 Fb: Mom of Inertia: LL 360: LL 240: Max Bridg TC: 30, 000.00 449.52 210.00 1315.00 17-3 Max Bridg BC: 20-1 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 29.50 34.00 24.00 37.00 32.50 Bending Load 280.00 280.00 0.00 280.00 280.00 Axial Load 10, 594.41 10,230.22 28, 837.54 11,166.05 11, 639.39 fa 5,132.45 9,216.41 25, 979.76 10,059.50 5,638.69 Maximum K Ur 83.01 95.67 40.45 104.11 91.45 Fcr 29,959.78 25,462.22 43,710.27 22,554.80 26, 949.84 Fa 17,975.87 15,277.33 26, 226.16 13, 532.88 16,169.91 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 0.9875 Panel Point Moment 2506.87 2506.88 0.00 3007.55 3007.55 Mid Panel Moment 1420.59 1247.26 0.00 1489.18 1735.91 Panel Point fb 1865.20 8657.96 0.00 10387.11 2237.71 Mid Panel fb 1005.43 1775.47 0.00 2119.84 Gap Between Chords: 1.1250 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 29,402.15 Max Load no Fillers TC: 23,827.48 TC OAL/Ryy: 408.2417 BC Stress: 0.93 BC L/Rz: 144.1009 TC Shear Stress: 1228.61 13,896.50 Fillers 0 0 8 0 Panel Point Stress 6,997.65 17, 874.37 25,979.76 20,446.62 BC Shear Stress: 0 14,965.40 7,876.40 Mid Panel Stress 0.3165 0.6648 0.9906 0.8204 0.3869 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 1 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 504.89 10,795.89 3,811.75 4,793.99 2.00 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W8 3,083.98 4,826.79 395.73 1,006.95 2.70 x 0.077 1 C10AB = 1.125 x 0.756 x .077 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 280.00 4,826.79 1,193.92 1,700.69 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM Ril.11l_flINr SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 10:05:28 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Mark: TJ28 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 3-0 BPL Length 3-3 3/8 Clear Bearing 0-4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 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 1.3440 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) 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 NEW MILLENNIUM FI.111_f11Nr. SYSTEMS Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:24:05 AM Location: TUKWILA, WA Geometry __ Base Length: Working Length: Joist Depth: 'Effective Depth: 21-5 21-1 __16.0015.18 Variable Left End Right End BC Panel 2-10 1/2 3-3 1/2 TC Panel 2-2 1/2 2-4 1/2 First Half 1-9 1-6 First Diag. 4-7 1/2 4-9 1/2 Depth 16.00 16.00 Joist Description: Mark: Short Span Crimp 16KA280/170 TJ33 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords rr 11 1111 I I L F 111 11[[1 11 Iii 1 I l L I L_II..f L I I I I 111 LI 11-1171 L LIL_LI[I I _LITI I frnaI I❑ -ISL I I 1171-11 Loads Load Type Category 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 Cone @ any pp (lbs) CL (1) 500.00 0.00 TC 10-8 1/2 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 21-5 Gross Uplift (plf) WL (2) 42.00 42.00 TC 0-0 21-5 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,439.76 Reaction RE: 3,445.71 Minimum Shear: 861.43 Max TC Comp.: 15,240.64 Max BC Tension 13,594.98 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,349.10 7,855.07 0.00 0.00 7,452.01 944.81 35.87 0-2 V1 S 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 2-10 1/2 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, 594.98 1,783.60 242.24 2,160.52 W6 1,844.46 * Symmetrical Joist Standard Verticals 15, 240.64 13, 594.98 1,783.60 1,611.37 207.05 28.40 6-7 1/2 28.40 8-7 1/2 Member Position V2 Interior Max Tension 280.00 Max Comp. 1 Length 1,121.481 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:24:05 AM NEW MILLENNIUM Location: Joist Description: Mark: Ftimi_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ33 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 66.90 LL 360: 266.69 LL 240: 400.04 Max Bridg TC: 14-01/8 Max Bridg BC: 18-41/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.50 29.00 24.00 29.00 26.50 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min weld Len 2X. 0.5000 Axial Load 7,855.07 7,562.87 15,240.64 8,249.39 8,666.18 Max Load Fillers TC: fa 4,880.14 11,539.32 23,253.95 12,586.81 5,384.06 16,025.28 Maximum K L/r 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 Fa 16,212.25 21,976.79 24,209.05 21,976.79 14,612.84 234..1554 1554 TC : 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 BC Stress: 0.87 Panel Point Moment 1759.66 1759.66 0.00 1787.30 1787.30 BC URz: Mid Panel Moment 969.68 880.55 0.00 870.78 1224.90 186.4802 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 Shear Stress: 16,001.97 Panel Point Stress 6,363.02 25,203.63 23,253.95 26,465.72 6,890.24 Mid Panel Stress 0.3300 0.6329 0.9605 0.6824 0.4052 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 7,452.01 8,126.46 944.81 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 288.00 4,826.79 1,332.17 3,155.59 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,121.48 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM AI-111_f'IINr SVSTEMs TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 Date Run: 8/4/2014 11:24:05 AM Mark: TJ33 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 2-7 BPL Length 2-9 1/2 Clear Bearing 0-4 1/4 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 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 1 Regd LL Def L/120 0.00 Section Modulus 1.0094 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 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 NEW MILLENNIUM R1.111_CIINf: SVSTRMS Geome STRESS ANALYSIS - PAGE 1 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4/2014 11:23:13 AM Mark: TJ37 Base Length: 27-21/2 Working Length: 26-101/2 Joist Depth: 16.00 Effective Depth: 15.02 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End rim IIIrI=11 Lai i 11 au l ' �. . I I IILLI.111:II[I l 1 IIIsI IJI LI �/ 111-1-1-1_1 I 1111111 ,111111.1_1:1:1 Lit I L:LI I;III IITLIi BC Panel 2-10 1/2 4-3 TC Panel 2-2 1/2 3-4 First Half 1-9 2-4 27-2 1/2 First Diag. 4-7 1/2 6-7 Depth 16.00 16.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 27-2 1/2 Stress Analysis Summa Int. Panel TC: Panel BC: 24.00 1Max 52.00 Reaction LE: 4,253.15 Reaction RE: 4,257.83 Minimum Shear: 1,064.46 Max TC Comp.: 22,567.83 Max BC Tension 22,576.42 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 W7 3,011.83 22,567.83 22,576.42 3,013.23 488.93 2,006.41 28.31 10-71/2 ymmetncai Jois Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,160.39 15.02 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:23:13 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: Ill tu_nwr, SYSTEMS TUKWILA, WA Short Span Crimp 16KA2801170 TJ37 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis --, K: 1.00 Fy. 50,000.00 Fb: 30,000.00 Mom of Inertia: 96.82 LL 360: 186.35__ LL 240: 279.52 Max Bridg TC: 15-1 5/8 Max Bridg BC: 18-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.50 29.00 24.00 39.00 38.00 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 9,473.71 9,178.39 22,567.83 12,100.25 12,684.70 Max Load Fillers TC: fa 4,964.22 9,618.93 23,651.05 12,681.05 6,646.77 25,013.30 Maximum K L/r 76.23 90.23 44.51 72.33 118.23 Max Load no Fillers TC: Fcr 32,692.60 27,570.29 43,257.25 34,107.16 17,956.51 19,231.63 Fa 19,615.56 16,542.18 25,954.35 20,464.29 10,773.90 268..5395 TC 5395 : F'e 399,312.25 98,946.75 144,469.14 54,710.20 165,988.34 Cm 0.9938 0.9514 0.8903 0.8841 0.9800 BC Stress: 0.97 Panel Point Moment 1759.08 1759.08 0.00 3484.01 3484.01 Bc uRz: Mid Panel Moment 969.85 880.76 0.00 1618.94 2582.38 176.5705 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 6 1 0 BC Shear Stress: 14,298.28 Panel Point Stress 6,340.09 17,383.22 23,651.05 28,058.90 9,371.81 Mid Panel Stress 0.2759 0.6360 0.9113 0.7470 0.6798 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 488.93 4,826.79 2,006.41 2,016.81 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 288.68 4,826.79 1,374.06 3,201.51 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,160.39 3,350.75 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 Symmetrical Joist NEW MILLENNIUM F1.1II.f�INr. SVSTF_MG TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4/2014 11:23:13 AM Mark: TJ37 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 2-7 BPL Length 3-8 7/8 Clear Bearing 0-4 1/4 Clear Bearing 0-4 1/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 1 Regd 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 1.2785 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 STRESS ANALYSIS - PAGE 1 0 Job Number. - 5814-0005 Job Name: -- - - - - - - INTERURBAN OFFICES - SHOPORDERS Date Run: -- 81412014 11:21:14 AM NEW MILLENNIUM Location: Joist Description: Mark: F11.11t.f11NCi SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170. TJ41 Geometry Base Length 32-6 Working Length: 32-2 Joist Depth: 30.00 _ _ __ _ Effective Depth: 29.16 _ BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-10 1/2 3-10 1/2 111.11 Ii11111 Ill III I I-1 I I 1-1[I IT11.1_1.11 I I I=1] I 1.-1111III III I I1:1.1. 1=111 I III 1.11111 I I I_111:1.11111111 LI 1 I I TC Panel 2-2 1/2 3-10 1/2 ' , I 1 i ,\i r � First Half 1-9 0-0 i- First Diag. 4-7 1/2 3-10 1/2 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 1 Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 32-6 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 32-6 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 16-3 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 32-6 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 32-6 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,995.58 Reaction RE: 4,999.46 Minimum Shear. 1,249.86 Max TC Comp.: 16,843.25 Max BC Tension 16,512.35 Member TC Tension TC Compresion BC Tension IBC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,640.08 6,704.96 0.00 0.00 7,052.69 947.33 43.66 0-2 V1S 1,689.62 6,552.82 0.00 0.00 264.21 1,239.47 30.24 2-2 1/2 W3 1,689.62 6,552.82 7,576.43 1,067.66 664.24 4,953.72 35.93 2-101/2 W4 1,434.97 11,413.28 7,576.43 1,067.66 4,697.47 618.78 37.76 4-7 1/2 W5 1,884.39 14,409.41 12,424.56 1,733.14 509.98 3,891.84 37.76 6-7 1/2 W6 1,962.17 14,947.26 12,424.56 1,733.14 3,166.54 401.18 37.76 8-7 1/2 W7 2,186.88 16,612.52 15,428.92 2,122.06 292.39 2,360.91 37.76 10-71/2 W8 2,212.81 16,843.25 15,428.92 2,122.06 1,635.60 218.73 37.76 12-71/2 W9 2,212.81 16,843.25 16,512.35 2,234.42 242.28 1,618.81 37.7614-71/2 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,133.76L 29.16 e. STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:21:14 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1111_OING SV STEMS TUKWILA, WA Short Span Crimp 30K280/170 TJ41 Chord Properties Chord Area Rx Rz Ryy Y Ix Q - _ _ Material TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy. 50,000.00 Fb. 30,000.00 Mom of Inertia. 276.14 LL 360. LL 240. 309.97 1464.95 Max Bridg TC. 15-7 3/4 Max Bridg BC. 17-7 3/4 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.50 29.00 24.00 24.00 44.50 1.1250 Bending Load 280.00 280.00 0.00 0.00 280.00 Mn Wel: 015000dLen ax Axial Load 6,704.96 6,552.82 16,843.25 10,568.30 8,033.50 Max Load Fillers TC: fa 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: 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 18,813.83 TC O 34.4URyy: 349.4029 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 0.9803 BC Stress: 0.92 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 Panel Point fb 1461.21 12044.44 0.00 13730.92 1665.81 TCShearStress: 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: 19,163.56 Panel Point Stress 5,483.38 21,237.50 23,629.70 28,557.38 6,484.95 Mid Panel Stress 0.2632 0.7617 0.9617 0.8737 0.3964 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 292.39 7,865.88 2,360.91 2,863.95 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,635.60 4,826.79 218.73 952.87 2.00 x 0.077 1 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 280.00 4,826.79 1,133.76 1,598.45 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM 141.111 -MINE: SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K2801170 Date Run: 8/4/2014 11:21:14 AM Mark: TJ41 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 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 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.0654 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) 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 NEW MILLENNIUM nl_111.f71Nr SVSTFMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 30K2801170 Date Run: 8/4/2014 11:11:22 AM Mark: TJ45 Base Length: 36-11 Working Length: 36-7 ' Joist Depth: 30.00 Effective Depth: 29.07 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End DL (1) BC Panel 2-101/2 2-9 1/2 1.0.11r1111 -11-1-111-11.1:1:11,11111111J 11-1-LI:1111.LI.LIJ I:IJ_LI:Lp:I1J Ii11J:LL111.1 ILII:1:1:111 11)11:1:1 Ill 111) TC Panel 2-2 1/2 2-0 1/2 LL (1) 170.00 170.00 TC _I.l.1 f First Half 1-9 1-6• SM (1) 15.00 15.00 TC + 0-0 First Diag. 4-7 1/2 4-3 1/2 500.00 Depth 30.00 30.00 18-5 1/2 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 + 18-5 1/2 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 36-11 Stress Analysis Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,614.82 Reaction RE: 5,618.24 Minimum Shear. 1,404.56 Max TC Comp.: 21,295.03 Max BC Tension 20,838.06 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,436.18 7,331.94 0.00 0.00 7,992.80 1,087.97 43.61 0-2 V 1 S 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 2-101/2 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 6-71/2 W6 2,368.24 17,355.33 14,619.30 2,061.98 3,830.02 499.23 37.70 8-7 1/2 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 2,899.86 21,295.03 20,838.06 2,870.97 1,821.30 249.05 37.70 16-71/2 ymmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length 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: 8/4/2014 11:11:22 AM NEW 'MILLENNIUM Location: Joist Description: Mark: FlI.III_IliNf. S.VSTFM TUKWILA, WA Short Span Crimp 30K2801170 TJ45 Chord Properties Chord Area Rx Rz Ryy Y Ix _ _ Q _ Material 1 TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 J Axial and Bending Analysis • _ __ _ . _ _____ K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 329.84 LL 360: 251.69 LL 240: 377.53 Max Bridg TC: 16-31/8 Max Bridg BC: 17-9 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE] Gap Between 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 7,331.94 7,179.36 21,295.03 7,039.22 7,198.04 Max Load Fillers TC: fa 4,038.75 8,336.46 24,727.15 8,173.73 3,964.99 22,261.66 Maximum K L/r 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 20,214.49 375..3509 3509 TC : 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 0.9958 BC Stress: 0.97 Panel Point Moment 1759.25 1759.25 0.00 1490.45 1490.45 BCURz: 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 TCShearStress: Mid Panel fb 811.35 1882.20 0.00 1596.35 682.44 15,295.15 Fillers 0 0 10 0 0 BC Shear Stress: 17,998.97 Panel Point Stress 5,448.31 17,343.18 24,727.15 15,804.27 5,159.17 Mid Panel Stress 0.2393 0.5983 0.9661 0.5334 0.1210 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 390.31 9,029.40 3,032.81 3,330.33 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,306.66 4,826.79 281.39 970.64 2.02 x 0.077 1 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 280.00 4,826.79 1,156.66 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM et.111_fINl SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:11:22 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Mark: TJ45 TCX Left 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 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 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 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) l 1'1 ,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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 lJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:11:45 AM NEW MILLENNIUM Location: Joist Description: Mark: eu.w_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ47 Geometry Base Length: 36-11 __ _ Working Length: 36-7 _ Joist Depth: 30.00 1 _ _ Effective Depth: 29.07 __ _ BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End 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 1\/ _ l! \i. First Diag. 4-7 1/2 4-3 1/2 Depth 30.00 30.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-5 1/2 0-0 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 36-11 Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 5,614.82 Reaction RE: 5,618.24 Minimum Shear 1,404.56 Max TC Comp.: 21,202.66 Max BC Tension 20,838.06 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 810.87 5,685.27 0.00 0.00 7,992.80 1,087.97 43.61 0-2 V 1 S 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 2-10 1/2 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 2,899.86 21,202.66 20,838.06 2,870.97 1,821.30 249.05 37.70 16-71/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,156.661 29.07 G7 NEW MILLENNIUM 141.111..E1.11,11n SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 Date Run: 8/4/2014 11:11:45 AM Mark: TJ47 Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 329.84 LL 360: 251.69 LL 240: 377.53 Max Bridg TC: 16-31/8 Max Bridg BC: 17-9 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE Length 24.50 29.00 24.00 27.00 End Panel RE 22.50 Bending Load 280.00 280.00 0.00 280.00 280.00 Axial Load 5,685.27 5,513.52 21, 202.66 5,356.85 5,535.62 fa 6,601.57 6,402.14 24,619.90 6,220.21 6,427.80 Maximum K L/r 80.01 94.71 46.61 88.18 73.48 Fcr 31, 309.44 25,949.99 42,656.07 28,318.47 33, 690.82 Fa 18, 785.66 15, 570.00 25,593.64 16, 991.08 20, 214.49 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 Panel Point Moment 1755.65 1755.65 0.00 1484.63 1484.63 Mid Panel Moment 970.99 881.98 0.00 749.04 817.63 Panel Point fb 8988.26 8988.26 0.00 7600.75 Mid Panel fb 2075.16 1884.92 0.00 1600.81 Fillers 0 0 8 0 7600.75 1747.40 0 Panel Point Stress Mid Panel Stress 15, 589.83 15, 390.40 24,619.90 13,820.97 14,028.55 0.4170 0.4723 0.9620 0.4172 0.3726 Web Design Gap Between Chords: 1.1250 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 22,261.66 Max Load no Fillers TC: 16,651.95 TC OAURyy: 375.3509 BC Stress: 0.97 BC URz: 171.6124 TC Shear Stress: 15,295.15 BC Shear Stress: 17,998.97 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 390.31 9,029.40 3,032.81 3,330.33 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,306.66 4,826.79 281.39 970.64 2.02 x 0.077 1 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 280.00 4,826.79 1,156.66 1,632.09 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ymmetrical Joist NEW MILLENNIUM R1.111_f.11Nf.. SYS7FMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Name: 5814-0005 'Job INTERURBAN OFFICES - SHOPORDERS Location: Joist Description:: TUKWILA, WA Short Span Crimp 301(280/170 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 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 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 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 11:11:45 AM Mark: TJ47 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS ( Date Run: 8/4/2014 11:34:27 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_lllNf: SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 TJ50 Geometry Base Length: 36-91/2 Working Length: 36-5112 Joist Depth: 28.00 Effective Depth: Panel Length: 27.02 IBC 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-10 1/8 Cl:f Lull I:1-I_LI-Iii:I_I.IJI•I:I-I-IJ Ln,1111 in I:I1111ILI.1.11:1:1:1=11I111.I11_111:1.11:11.1 TC Panel 2-2 3/8 2-2 1/8 I 1 [IJIJ:IJI:IJ:[In:I .nii 1-1:IJ First Half 1-6 1-6 \,/ I ., 11 First Diag. 4-5 3/8 4-4 1/8 Depth 28.00 28.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-9 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 36-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 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 36-9 1/2 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 36-9 1/2 Stress Analysis Summary Int. Panel TC: Max Panel BC: Reaction LE: 24.00 48.00 (5,597.32 Reaction RE: 5,600.74 Minimum Shear. 1,400.19 Max TC Comp.: 22,678.64 Max BC Tension 22,232.40 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. 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 V1S 1,335.57 7,670.22 0.00 0.00 278.82 1,262.06 28.48 2-2 3/8 W3 1,335.57 7,670.22 9,040.35 1,284.75 763.82 5,622.97 32.47 2-11 3/8 W4 1,767.77 13,417.21 9,040.35 1,284.75 5,478.89 733.20 36.14 4-5 3/8 W5 1,767.77 13,417.21 15,427.28 2,176.18 620.85 4,656.60 36.14 6-5 3/8 W6 2,509.98 18,257.11 15,427.28 2,176.18 3,907.60 508.50 36.14 8-5 3/8 W7 2,509.98 18,257.11 19,824.63 2,769.17 396.15 3,085.31 36.14 10-5 3/8 W8 2,953.74 21,329.49 19,824.63 2,769.17 2,336.31 283.80 36.14 12-5 3/8 W9 2,953.74 21,329.49 22,232.40 3,063.72 256.01 1,872.75 36.14 14-5 3/8 W10 3,099.08 22,678.64 22,232.40 3,063.72 1,872.75 256.01 36.14 16-5 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,163.30 27.02 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:34:27 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.111_OIN(, S.VS7FMS TUKWILA, WA Short Span Crimp 28K2801170 TJ50 Chord Properties _ Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A288 = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A248 = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 241.13 LL 240: 361.70 Max Bridg TC: 16-5 Max Bridg BC: 18-71/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 24.38 27.00 24.00 26.00 24.13 1.1250 BendingLoad 280.00 280.00 0.00 280.00 280.00 0 Min 00WelLen 2x 0 5000 Axial Load 7,847.58 7,670.22 22,678.64 7,487.20 7,641.01 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 Ur 75.84 84.01 44.51 80.90 75.06 Max Load no Fillers TC: Fcr 32,834.28 29,844.96 43,257.25 30,985.85 33,117.29 19,231.63 Fa 19,700.57 17,906.97 25,954.35 18,591.51 19,870.38 TC 364.2978 F'e 403,418.25 114,148.45 144,469.14 123,097.95 411,822.56 .2URyy: - Cm 0.9949 0.9648 0.8898 0.9681 0.9951 BC Stress: 0.95 Panel Point Moment 1529.59 1529.59 0.00 1416.89 1416.89 Bc LJRz: Mid Panel Moment 1030.52 732.93 0.00 663.24 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 0.00 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 0.2329 0.4926 0.9157 0.4612 0.2258 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 5,787.30 733.20 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 396.15 7,865.88 3,085.31 3,196.88 2.04 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 2,336.31 4,826.79 283.80 1,080.13 2.04 x 0.077 1 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 280.00 4,826.79 1,163.30 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 " Symmetrical Joist NEW MILLENNIUM AI.IILCIINr: SYSTRMS TCX Design Job Number' 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 281(280/170 Date Run: 8/4/2014 11:34:27 AM Mark: TJ50 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 3/8 BPL Length 2-6 1/8 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 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 1.2785 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) 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:35:01 PM NEW MILLENNIUM Location: Joist Description: Mark: nust_nwr. S`/STEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ55 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End 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"\.` ., . , y - First Diag. 3-8 3/8 3-7 5/8 Depth • 16.00 16.00 Loads Load Type Category 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 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 (lbs) WL (2) 750.00 0.00 TC - 19-8 19-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,828.91 Reaction RE: 3,714.78 Minimum Shear. 957.23 Max TC Comp.: 15,967.71 Max BC Tension 16,485.81 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1-9 3/8 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 6,021.19 15,967.71 16,485.81 5,816.22 1,271.84 1,791.12 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,085.98 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:35:01 PM NEW /MILLENNIUM Location: Joist Description: Mark: RI iii_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ55 Chord Properties Chord Area Rx Rz _ Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 72.02 LL 360: 221.13 LL 240: 331.70 Max Bridg TC: 13-101/4 Max Bridg BC: 10-91/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: l Length 19.38 23.00 24.00 22.25 19.38 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Min 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 fa 10,420.88 9,981.13 24,363.30 9,414.20 9,807.43 TC: 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 0.5512 0.6251 1.0064 0.5678 0.5230 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,271.84 4,826.79 1,791.12 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.33 4,826.79 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist STRESS ANALYSIS - PAGE 3 0 Job NumberJob Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA260/160 flI IuI.71Nf SYSTFNIS TCX Design Date Run: 814120141:35:01 PM Mark: • TJ55 TCX Left 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 Total Load 260.00 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 L/120 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 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 STRESS ANALYSIS - PAGE 1 „1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:35:26 PM NEW MILLENNIUM Location: Joist Description: Mark: nuit_ninir.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ55A Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 I First Half 1-0 1-0 - ,N / -• -, i \� First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 16.00 Loads Load Type Category 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 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 (lbs) WL (2) 750.00 0.00 TC- 19-8 19-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,828.91 Reaction RE: 3,714.78 Minimum Shear. 957.23 Max TC Comp.: 15,967.71 Max BC Tension 16,485.81 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1-9 3/8 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 6,021.19 15,967.71 16,485.81 5,816.22 1,271.84 1,791.12 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length 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 NE W 1V% 1 L L E N N 1 U M Location: Joist Description: Mark: RI.ni_oin+r.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ55A Chord Properties _ _ __ _ ' Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial.and Bending Analysis K: 1.00 Fy: 50,000.00 __ Fb: 30,000.00 _ Mom of Inertia: 72.02 __ __ LL 360: 221.13 _ _ LL 240: 331.70 _ _ _ Max Bridg TC: 13-101/4 _ _ Max Bridg BC: 10-91/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 22.25 19.38 1.1250 Bending Load 260.00 0.00 0.00 0.00 260.00 Min 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: Fcr 33,972.99 29,053.71 40,348.42 30,075.31 33,972.99 11,000.07 20,383.79 17,432.22 24,209.05 18,045.18 20,383.79 TCOAFa 25 255..44224422 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 I Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BCURz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 J 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 0.5512 0.6251 1.0064 0.5678 0.5230 Web Design _____ Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 1 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 1,271.84 4,826.79 1,791.12 1,911.35 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.33 4,826.79 1,250.50 3,045.96 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 300.00 4,826.79 1,085.98 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 __V2 *---Symmetrical Joist NEW MILLENNIUM Ru11_f.71Nf.. SYSTEMS TCX Desitin STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:35:26 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 Mark: TJ55A TCX Left 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 Total Load 260.00 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 L/120 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 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 STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:07 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI.III_f.1INf: SYSTEMS. TUKWILA, WA Short Span Crimp 16KA260/160 TJ56 Geometry _ _ _ _ Base Length: 23-1 1/2_ Working Length: 22-91/2 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords _ Variable Left End Right End BC Panel 2-8 3/8 2-5 1/8 TC Panel 1-9 3/8 1-8 1/8 ' ' - s ' First Half 1-0 1-0 First Diag. 3-8 3/8 3-5 1/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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) WL (2) 500.00 0.00 TC - 8-0 8-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,719.54 Reaction RE: 3,457.42 Minimum Shear: 929.89 Max TC Comp.: 15,128.67 Max BC Tension 15,567.46 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 1-9 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 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 5,106.24 15,128.67 15,567.46 4,709.91 1,739.42 1,739.42 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,084.94 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:36:07 PM NEW MILLENNIUM Location: Joist Description: Mark: Ri.ui_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ56 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 66.90 LL 360: 211.11 LL 240: 316.66 Max Bridg TC: 13-101/2 Max Bridg BC: 10-8 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 Mn Weld 015 00 Len 2x 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 8,223.42 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 TC OAL/ 253.12Ryy: 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 0.9763 BC Stress: 1.00 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 0.00 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 0.5344 0.6053 0.9535 0.4457 0.4376 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,739.42 4,826.79 1,739.42 1,912.34 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.27 4,826.79 1,249.28 3,046.14 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,084.94 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1.111_1111Nr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/2014 1:36:07 PM Mark: TJ56 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 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 Total Load r 260.00 Reqd TL Def L/80 0.05 Reqd TL Def U80 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 0.1288 Section Modulus 0.0000 Reqd SM 0.0130 Reqd SM 0.0000 Mom of Inertia 0.1308 Mom of Inertia 0.0000 Reqd MI 0.0016 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 STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:44 PM NEW MILLENNIUM Location: Joist Description: Mark: RI iu_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ56A Geometry Base Length: 23-1 1/2 Working Length: 22-91/2 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-5 1/8 TC Panel 1-9 3/8 1-8 1/8 1 � First Half 1-0 1-0 First Diag. 3-8 3/8 3-5 1/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc./Begin Sp/End 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) WL (2) 500.00 0.00 TC - 8-0 8-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,719.54 Reaction RE: 3,457.42 Minimum Shear. 929.89 Max TC Comp.: 15,128.67 Max BC Tension 15,567.46 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,816.45 6,605.91 0.00 0.00 7,919.68 3,148.66 33.96 0-2 V 1 S 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 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 5,106.24 15,128.67 15, 567.46 4,709.91 1,739.42 1,739.42 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 300.00 1,084.94 15.181 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:44 PM NEW 'MILLENNIUM Location: Joist Description: Mark: e1.111_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ56A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 _ Mom of Inertia: 66.90 _ LL 360: 211.11 LL 240: 316.66 Max Bridg TC: 13-101/2 Max Bridg BC: 10-8 3/8 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 Mn Wel O15000d len 2x.• 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 8,223.42 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 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 0.00 1073.97 1679.86 13,783.23 Fillers 0 0 6 0 0 BC Shear Stress: 17,376.17 J Panel Point Stress 16,894.79 17,526.41 23,083.11 14,936.79 14,497.62 Mid Panel Stress 0.5344 0.6053 0.9535 0.4457 0.4376 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,739.42 4,826.79 1,739.42 1,912.34 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 424.27 4,826.79 1,249.28 3,046.14 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 300.00 4,826.79 1,084.94 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM fi l.11l_f.'IINr s.VSTF i TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/4/2014 1:36:44 PM Mark: TJ56A 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 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 260.00 Total Load 260.00 Reqd TL Def U80 0.05 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def L/120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1288 Section Modulus 0.0000 Reqd SM 0.0130 I Reqd SM 0.0000 Mom of Inertia 0.1308 Mom of Inertia 0.0000 Reqd MI 0.0016 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 STRESS ANALYSIS - PAGE 1 4_ Job Number: 5814-0005 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/201411:39:12 AM 1 NEW M 1 L L E N N I U M Location: Joist Description: Mark: Fl1.111_O1Nr SVSTF MS TUKWILA, WA Short Span Round 14K280/170 TJ59 Geometry Base Length: 20-7 Working Length: 20-3 Joist Depth: 14.00 Effective Depth: 13.18 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End _1 BC Panel 2-0 1/8 1-10 7/8 TC Panel 1-2 1/8 1-0 7/8 I.11.1,1,1.1..1 II:L.I Iz[[I:I_l LI:I I-I.ITI:II 1 :I I f,.Ij I] ro I l 171.1I[L I ITlll[Ill7 I:Il[ [:III ri[L l;ll I[I=1.-I:I 11_I[I III 1 ,, , \ - First Half 0-10 0-10 .;,. First Diag. 2-10 1/8 2-8 7/8 Depth 14.00 14.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 20-7 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,322.65 Reaction RE: 3,328.83 Minimum Shear. Max TC Comp.: 832.21 116,642.98 Max BC Tension 15,114.18 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,692.15 7,503.76 0.00 0.00 6,215.31 789.38 25.75 0-2 V1S 2,838.41 7,283.40 0.00 0.00 449.97 1,162.91 16.55 1-21/8 W3 2,838.41 7,283.40 6,604.97 899.36 442.06 3,489.45 16.55 2-01/8 W4 1,910.28 10,373.68 6,604.97 899.36 2,903.70 354.20 16.55 2-10 1/8 W5 1,910.28 10,373.68 9,794.35 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 W12 1,946.49 16, 642.98 15,114.18 1,948.15 1,044.58 1,044.58 16.55 9-6 1/8 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. [Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:39:12 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: FII.III_IIINf: SYSTEMS TUKWItA, WA Short Span Round 14K280/170 TJ59 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 0.7767 '0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 IFb: 30,000.00 Mom of Inertia: LL 360: 50.46 1227.04 LL 240: 340.56 Max Bridg TC: 10-2 7/8 Max Bridg BC: 12-11 5/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Mn Wel: 15000d Len 2x 0i 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 L/r 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 Tco3URyy: 301.3542 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 0.1017 0.6010 0.9837 0.5879 0.1004 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,271.45 5,947.89 266.34 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W7 266.34 5,947.89 2,217.21 2,363.63 2.00 x 0.170 1 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 1,044.58 5,947.89 1,044.58 2,363.63 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM F11,111-r11Nf.: SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:39:12 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 -- -- 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 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 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 1.0353 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 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 Mark: TJ59 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201411:54:58 AM NEW N{ 1 L L E N N 1 U M Location: Joist Description: Mark: ni.ui_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 TJ59A Geometry Base Length: 20-7 Working Length: 20-3 Joist Depth: 14.00 Effective Depth: 13.18 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 1-9 7/8 TC Panel 1-3 1/8 0-11 7/8 lalirull_Iaal:la(Ia;l Clluil-1:1�1.-Ia:Jila�l 11 lail la Li 1111:hI:C1_Illl_I:ITI Iel:pl:I:,[7ufl.1.I=I.I_I-LLl;lll�lsll:I];11-IJ.LL ulu! / . - First Half 0-10 0-10 ; First Diag. 2-11 1/8 2-7 7/8 Depth 14.00 14.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End I 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 (plf) WL (2) 42.00 42.00 TC- 0-0 20-7 Stress Analysis Summary Int. Panel TC: Max Panel BC: 20.00 20.00 Reaction LE: 3,322.65 Reaction RE: 3,328.83 Minimum Shear: 832.21 Max TC Comp.: 16,641.21 Max BC Tension 15,148.85 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,638.96 7,646.26 0.00 0.00 6,400.26 812.33 26.62 0-2 V1 S 2,890.19 7,419.04 0.00 0.00 455.73 1,177.55 16.55 1-3 1/8 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 1,946.19 16,641.21 15,148.85 1,950.51 1,044.58 1,044.58 16.55 9-7 1/8 * Symmetrical Joist Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA R1.111_f,71Nr. SVSTFMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Date Run: 8/4/2014 11:54:58 AM Mark: I TJ59A Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 0.8064 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: • Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 50.46 LLL 360: LL 240: J Max Bridg TC: 227.04 340.56 10-2 7/8 Max Bridg BC: 12-11 1/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 13.13 20.00 20.00 20.00 9.88 Bending Load 280.00 0.00 0.00 0.00 280.00 Axial Load 7,646.26 7,419.04 16,641.21 6,973.20 7,178.12 fa 4,750.41 11, 319.87 25,390.92 10,639.60 4,459.56 Maximum K L/r 49.08 74.79 44.78 74.79 44.65 Fcr 41,779.55 33,132.21 43,025.89 33,132.21 43,064.49 Fa 25,067.73 19, 879.33 25,815.53 19,879.33 25, 838.70 F'e 1,407,541.63 142, 716.83 142,716.83 142,716.83 2,486,484.00 Cm 0.9983 0.9603 0.8808 0.9627 0.9991 Panel Point Moment 759.11 782.80 0.00 784.67 752.18 Mid Panel Moment 353.45 395.71 0.00 398.24 468.79 Panel Point fb 639.71 6078.70 0.00 6093.19 633.87 Mid Panel fb 297.86 1274.56 0.00 1282.72 395.06 Fillers 0 0 5 0 0 Panel Point Stress 5,390.12 17, 398.58 25, 390.92 16, 732.79 5,093.43 Mid Panel Stress Web Design 0.1048 0.6114 0.9836 0.5772 0.0995 Gap Between Chords: 0.5000 Min Weld Len 2X 0.5000 Max Load Fillers TC: 17,088.70 Max Load no Fillers TC: 13,159.20 TC OAURyy 301.3542 BC Stress: 0.97 BC URz: 77.7001 TC Shear Stress: 12,117.00 BC Shear Stress: 15,275.08 Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 2,886.50 3,630.68 2.00 x 0.177 1 R056 = round 9/16 W6 2,300.74 5,947.89 270.73 2,363.63 2.00 x 0.170 1 R050 = round 1/2 W7 270.73 5,947.89 2,246.50 2,363.63 2.00 x 0.170 1 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 1,044.58 5,947.89 1,044.58 2,363.63 2.00 x 0.170 1 R050 = round 1/2 ymmetrical Joist NEW MILLENNIUM n1.111_f:11Nr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Date Run: 814/201411:54:58 AM Mark: TJ59A 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 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 x 0.158 BPL Material: A30B = 1.7970 x 0.158 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 0.00 Reqd LL Def U120 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814120141:37:03 PM NEW MILLENNIUM Location: Joist Description: Mark: Fl1. 111_f.71N(: SYSTRMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ62 Geometry Base Length: Working Length: 23-1 1/2 �22-91/2 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End 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 16.00 Loads Load Type Category 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) WL (2) 500.00 0.00 TC - 8-0 8-0 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,919.06 Reaction RE: 3,685.34 Minimum Shear. 979.77 Max TC Comp.: 16,009.65 Max BC Tension 16,600.90 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 5,108.43 16,009.65 16,600.90 4,711.93 1,833.29 1,833.29 28.40 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 280.00 ( 1,129.961 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:37:03 PM NEW MILLENNIUM Location: Joist Description: Mark: R1111_nlNn SYSTFM.5 TUKWILA, WA Short Span Crimp 16KA280/170 TJ62 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 72.02 LL 360: 227.25 LL 290: 340.87 Max Bridg TC: 13-101/2 Max Bridg BC: 11-61/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 21.00 18.13 1.1250 BendingMLoad 280.00 0.00 0.00 0.00 280.00 5 Weld Len 2X: 0.5000 Axial Load 6,979.63 6,669.03 16,009.65 5,501.62 5,772.33 Max Load Fillers TC: fa 10,649.43 10,175.51 24,427.29 8,394.29 8,807.33 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 0.9650 0.9529 0.8349 0.9676 0.9747 BC Stress: 0.93 Panel Point Moment 945.21 1093.77 0.00 984.21 870.13 Bc LIRz: 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 0.5656 0.6405 1.0090 0.4776 0.4693 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 280.00 4,826.79 1,129.96 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM R1.111_1'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 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 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.05 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 0.1288 Section Modulus 0.0000 Reqd SM 0.0140 1 Regd SM 0.0000 Mom of Inertia 0.1308 Mom of Inertia 0.0000 Reqd MI 0.0017 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: 8/4/2014 1:37:03 PM Mark: TJ62 STRESS ANALYSIS - PAGE 1 �,, Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:37:19 PM NEW MILLENNIUM Location: Joist Description: Mark: c11.111_nwr.. SVSTFMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ63 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: 16.00 Effective Depth: 15.16 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End 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 , ,,.i, ,;� First Diag. 3-8 3/8 3-7 5/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position 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 (lbs) WL (2) 750.00 0.00 TC - 19-8 19-8 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,030.16 Reaction RE: 3,916.03 Minimum Shear. 1,007.54 Max TC Comp.: 16,875.63 Max BC Tension 17,421.17 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 1-93/8 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 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 6,028.22 16,875.63 17,421.17 5,823.01 1,326.74 1,886.83 28.39 9-8 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,131.14 15.16 STRESS ANALYSIS - PAGE 2 G' ob Number. 15J814 0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:37:19 PM NEW MI L L E N N I UM Location: Joist Description: Mark: fll.11l_nlNr. SVS•rFM'.+ TUKWILA, WA Short Span Crimp 16KA280/170 TJ63 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material 1 TC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 1 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 229.44 LL 240: 344.16 Max Bridg TC: 14-2 Max Bridg BC: 10-9 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 19.38 23.00 24.00 23.00 18.63 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 0in Weld Len 2X: 00 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 17,689.38 Maximum K L/r 69.27 82.23 51.48 82.23 66.59 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 TC 8321 : 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 0.9733 BC Stress: 0.97 Panel Point Moment 945.21 1093.77 0.00 1104.05 906.27 BC URz: Mid Panel Moment 412.28 523.43 0.00 537.76348.63 187.8669 Panel Point fb 6470.14 7487.03 0.00 7557.40 6203.55 TC Shear Stress: Mid Panel fb 1167.69 1482.47 0.00 1523.07 987.41 13,675.03 Fillers 0 0 6 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 0.5189 0.5803 0.9635 0.5517 0.4744 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 1,326.74 4,826.79 1,886.83 1,924.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 409.93 4,826.79 1,299.77 3,051.44 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,131.14 3,309.18 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM gl.HLr]INr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4/2014 1:37:19 PM Mark: TJ63 TCX Left 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 0-7 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 0.05 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 U120 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 0.0017 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 STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 I Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:48:36 AM NEW MILLENNIUM Location: Joist Description: Mark: e1.ui_rnnir.. SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 TJ68 Geometry Base Length: 36-5112 Working Length: 36-1 1/2 Joist Depth: 28.00 Effective Depth: 27.04 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 4-6 3/8 3-11 1/8 11111 111.111:1:1111-1:111J III;II:I,:IL[IJ:_L_I:LI:1.111:1_111 Ii1:Ill IJI.I_III 111-1:11:IIIJ1 L.L 111 1,1:11 1,1 11111 [111111 I III[I {. 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 Depth 28.00 28.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End l Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 36-5 1/2 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 (plf) WL (2) 42.00 42.00 TC - 0-0 36-5 1/2 Stress Analysis Summary Int. Panel TC: Panel BC: 24.00 1Max 48.00 Reaction LE: 5,550.56 Reaction RE: 5,554.03 Minimum Shear: 1,388.51 Max TC Comp.: 21,911.69 Max BC Tension 22,231.96 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length 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 3-33/8 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 6-6 3/8 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 3,013.25 21,911.69 22,231.96 3,039.27 253.57 1,856.44 36.16 16-6 3/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,160.44 27.04 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:48:36 AM NEW MILLENNIUM Location: Joist Description: Mark: aiut_nwr. .5,11 -FMS TUKWILA, WA Short Span Crimp 28K280/170 TJ68 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: Fy: 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 1298.83 LL 360: 236.81 LL 240: 355.21 Max Bridg TC: Bridg BC: 16-01/8 1Max 18-81/2 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 37.38 39.00 24.00 36.00 33.13 1.1250 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 Max Load Fillers TC: fa 5,886.05 11,897.91 25,443.21 10,768.05 5,283.33 22,261.66 Maximum K Ur 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 Fa 22,847.85 19,721.81 25,593.64 20,984.36 12,749.57 TC 370.64 Ryy: 370.6484 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 BCURz: 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 Mid Panel Stress 0.3215 0.7546 0.9941 0.6288 0.4625 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 4,826.79 634.66 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 297.73 7,865.88 2,398.06 3,182.00 2.00 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W8 1,856.44 4,826.79 253.57 1,074.05 2.00 x 0.077 1 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 280.00 4,826.79 1,160.44 1,901.71 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM iil. iLmir r. 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 --- - -----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 3-8 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 280.00 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 1.1953 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) 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 11:48:36 AM Mark: TJ68 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:14:55 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.ut_nwr. SYSTF_MS TUKWILA, WA Short Span Round 14K300!180 TJ70 Geometry Base Length: 20-7 Working Length: 20-3 Joist Depth: 14.00 Effective Depth: 13.16 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 1-9 7/8 TC Panel 1-3 1/8 0-11 7/8 LII/ II1_1 III LII_II_1.11111 II,LLLIII-1.11WCL11.1:1 IJ LlLIflL1.111_1,I 1,11W11:1111-1111.111.1.1.1.11.RISI 1_11111,11111111_11 , -.--> First Half 0-10 0-10 First Diag. 2-11 1/8 2-7 7/8 Depth 14.00 14.00 Loads Load Type Category 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 (p10 WL (2) 42.00 42.00 TC- 0-0 20-7 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 3,525.15 Reaction RE: 3,531.33 Minimum Shear. 882.83 Max TC Comp.: 17,478.71 Max BC Tension 16,107.24 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 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 W12 1,949.77 17,478.71 16,107.24 1,954.09 1,108.87 1,108.87 16.53 9-7 1/8 * Symmetrical Joist , STRESS ANALYSIS - PAGE 2 Job Number 5814-0005 [Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:14:55 PM NEW MILLENNIUM Location: Joist Description: Mark: fi1.11i.nINf: SVSTF_Mi TUKWIIA, WA Short Span Round 14K300/180 TJ70 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.3564 0.4662 0.2797 0.8320 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 L __ BC _ _ 0.2981 0.4274 0.2555 0.7809 0.4034 0.0545 0.9962 A18B = 1.3750 x 0.118 _ Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 56.34 LL 360: 253.46 LL 240: 380.20 Max Bridg TC: 10-6 7/8 _ Max Bridg BC: 13-11 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 13.13 20.00 20.00 20.00 9.88 0.5000 Bending Load 300.00 0.00 0.00 0.00 300.00 0i5000d 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 TC j29.0URyy: 292.0780 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 0.9991 BC Stress: 0.90 Panel Point Moment 810.68 839.43 0.00 841.71 802.20 BC URz: 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 TCShearStress: 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 0.1044 0.5645 0.9432 0.5317 0.0997 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 9,296.04 358.83 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 2,431.29 5,947.89 270.91 2,385.33 2.00 x 0.170 1 R050 = round 1/2 W7 270.91 5,947.89 2,377.02 2,385.33 2.00 x 0.170 1 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 1,108.87 5,947.89 1,108.87 2,385.33 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW N{ILLENNIUNI Fl1.111_171Nr: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span_Round 14K3001180 Date Run: 8/4/2014 12:14:55 PM Mark: TJ70 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 1-8 1/8 BPL Length 1-4 7/8 Clear Bearing 0-5 Clear Bearing 0-4 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 U80 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 0120 0.00 Section Modulus 1.0918 Section Modulus 1.0918 Reqd 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 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) I J 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 STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:24:28 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.III.f.1INr. S`/STFMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ73A J Geometry Base Length: Working Length: 25-51/2 25-1 1/2 Joist Depth: 16.00 Effective Depth: 15.07 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable r Left End Right End BC Panel 3-3 3/8 2-4 1/8 TC Panel 2-6 3/8 2-2 1/8j'- 1:11-.11:1.111,1:11...1:11.1_111.11111.11111.L L III_I_IJ:1.1.1..1_I_LIJ:I:I_I_I:LIJI 1 1,11.11. 0.1111111111_111 111:1_ll1:I_fl_Iiu 1 First Half 1-10 2-0 �! -.I - ��..� ��.� // First Diag. 5-1 3/8 4-4 1/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 25-5 1/2 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 25-5 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-8 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 25-5 1/2 Gross Uplift (plf) WL (2) 42.00 42.00 TC- 0-0 25-5 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,007.50 Reaction RE: 4,012.50 Minimum Shear: 1,003.12 Max TC Comp.: 19,797.18 Max BC Tension 19,996.50 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,185.15 9,889.06 0.00 0.00 9,829.40 1,277.90 40.30 0-2 V 1 S 1,123.11 9,521.62 0.00 0.00 265.39 1,475.63 17.56 2-6 3/8 W3 1,123.11 9,521.62 12,111.86 1,669.06 661.81 5,110.92 26.67 3-3 3/8 W4 2,111.40 16,137.86 12,111.86 1,669.06 4,668.39 583.22 28.34 5-1 3/8 W5 2,111.40 16,137.86 17,914.18 2,419.99 425.28 3,465.06 28.34 7-1 3/8 W6 2,594.84 19,797.18 17,914.18 2,419.99 2,412.14 267.34 28.34 9-1 3/8 W7 2,594.84 19,797.18 19,996.50 2,635.94 361.74 1,886.08 28.3411-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,146.491 15.071 STRESS ANALYSIS - PAGE 2 C,,, Job Number 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:24:28 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_ninon SVSTF_MS TUKWILA, WA Short Span Crimp 16KA280/170 TJ73A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4306 0.5149 0.3062 1.1696 0.4877 0.1141 1.0000 A26B = 1.6560 x 0.142 BC 0.3564 0.4662 0.2797 1.1047 0.4390 0.0775 0.9928 A22B = 1.5000 x 0.129 Axial and Bending Analysis K- 1.00 Fy: 50,000.00 Fly 30,000.00 Mom of Inertia- 88.80 LL 360- 209.17 LL 240- 313.76 Max Bridg TC- 14-10118 Max Bridg BC: 18-7 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Load Fillers TC: fa 5,447.32 11,056.22 22,987.91 8,821.52 4,222.78 22,261.66 Maximum K Ur 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 19,054.70 257..7866 7866 Tc : 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: 0.94 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 TCShearStress: 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 0.3755 0.8572 0.8982 0.5448 0.2477 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 361.74 4,826.79 1,886.08 1,981.25 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V1 265.39 4,826.79 1,475.63 3,151.29 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 280.00 4,826.79 1,146.49 3,334.79 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM NI.111_rDINr. S.VSTFMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:24:28 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 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 2-11 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 280.00 Total Load 7 280.00 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 1.1953 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) 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 Mark: TJ73A STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS 1 Date Run: 8/4/201412:19:39 PM NEW MILLENNIUM Location: Joist Description: Mark: nitit_n WG SV STEMS TUKWILA, WA Short Span Crimp 28K3001180 TJ74 Geometry Base Length: 36-51/2 Working Length: 36-1 1/2 Joist Depth: Depth: 28.00 1Effective 27.02 BC Panel Length: 8 @ 4-0 1Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-0 1/8 Ila:lllIaauLf;:1:Lf-I:LL11111 laaiLLLI:II.LIaaa-Llallal:Lla:IJ:Iaa[LI:,I:LLLI:IUlavhh,Llaa.Iaaa-L1LI:I:I:II;Ia:LLlr.IJJ:r_I TC Panel 2-0 3/8 2-2 1/8 ; First Half 1-4 1-4 - 1. \I. First Diag. 4-1 3/8 4-4 1/8 Depth 28.00 28.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC- 0-0 36-5 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC. 48.00 Reaction LE. 5,911.81 Reaction RE: 5,915.28 Minimum Shear. 1,478.82 Max TC Comp.: 23,725.32 Max BC Tension 23,292.79 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 1,269.52 7,836.16 0.00 0.00 8,630.66 1,102.51 41.41 0-2 V 1 S 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 3,042.57 23,725.32 23,292.79 3,009.54 1,977.92 253.67 36.14 16-13/8 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 260.00 1,208.66 27.02 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:19:39 PM NEW MILLENNIUM Location: Joist Description: Mark: c.uLowr.. SYSTEMS TUKWILA, WA Short Span Crimp 28K300/180 TJ74 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.4771 0.5392 0.3214 1.2009 0.5106 0.1387 1.0000 A28B = 1.7350 x 0.150 BC 0.3882 0.4962 0.2945 1.1443 0.4686 0.0956 0.9950 A24B = 1.5940 x 0.133 Axial and Bending Analysis K: 1.00 ___ __ Fy: 50,000.00 _ Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 247.87 LL 240: 371.81 Max Bridg TC: 16-51/4 Max Bridg BC: 18-91/2 ] Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between 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 Mn Wel 0/5000d len 2X• Axial Load 7,836.16 7,661.11 23,725.32 8,095.47 8,301.27 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 75.06 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 TCo9 360.9671671 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 URz: 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 TC Shear Stress: 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 0.1222 0.4549 0.9580 0.4986 0.2450 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 399.66 9,029.40 3,295.92 3,656.02 2.00 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W8 2,493.42 4,826.79 287.31 1,080.13 2.18 x 0.077 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 260.00 4,826.79 1,208.66 1,912.10 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 ' Symmetrical Joist NEW MILLENNIUM RI.III.rINr.: SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K300/180 Date Run: 8/4/2014 12:19:39 PM Mark: TJ74 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 2-6 1/4 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 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 1.2785 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 STRESS ANALYSIS - PAGE 1 ,, Job Number: FIOE-Name: 5814-0005 NTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:31:54 PM NEW MILLENNIUM Location: Joist Description: Mark: nu IILOWG SYSTEMS TUKWILA, WA_ Short Span Crimp 16KA300/180 TJ77 _ Geometry __ Base Length: Working Length: 20-9112 120-5 1/2 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 4 © 4-0 1Shape: Parallel Chords Variable Left End Right End BC Panel 3-01/8 3-1 3/8 I I ILIJ 11.1[1.1 I I II:I IJLI 1LI-1:;11.[1.1 11 I II I I,LI LI_l_L11.15111.11.1111:15.1111-...IL III LL_f l II_CI 11:1111111,=1 10,111:1 ILII TC Panel 221/8 223/8 ��` i/ \ \ First Half 1-4 1-4 \ \./ / � (� ,1/ / ,✓%/ First Diag. 4-4 1/8 4-5 3/8 Depth 16.00 16.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End 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 (plf) WL (2) 42.00 42.00 TC - 0-0 20-9 1/2 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,556.55 Reaction RE: 3,562.65 Minimum Shear: 890.66 Max TC Comp.: 16,021.03 Max BC Tension 13,592.49 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,196.21 9,082.16 0.00 0.00 8,007.82 953.08 37.35 0-2 V 1 S 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 9,057.45 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 6-4 1/8 W6 1,736.79 16,021.03 13,592.49 1,673.85 1,666.05 200.91 28.40 8-4 1/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 260.00 1,162.03 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:31:54 PM NEW MILLENNIUM Location: Joist Description: Mark: NI.111_f�INf: STEMS TUKWILA, WA Short Span Crimp 16KA300/180 TJ77 Chord Properties Chord _ Area Rx Rz Ryy Y Ix Q Material TC 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 LBC 0.2597 0.4298 0.2574 1.0513 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 150,000.00 Fb: 30,000.00 Mom of Inertia: LL 360: 66.90 1291.89 LL 240: 437.83 Max Bridg TC: 14-0 7/8 Max Bridg BC: 18-11 1/4 - Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE] Gap Between 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 015000d Len 2X Axial Load 9,082.16 8,715.88 16,021.03 8,885.53 9,298.48 Max Load Fillers TC: fa 5,642.49 13,298.57 24,444.66 13,557.42 5,776.89 16,025.28 Maximum K L/r 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 16,313.42 227..2140 2140 TC : F'e 416,605.72 84,447.83 99,108.91 78,308.27 408,103.78 Cm 0.9932 0.9213 0.8347 0.9134 0.9929 BC Stress: 0.87 Panel Point Moment 1495.27 1495.27 0.00 1622.68 1622.68 BC URz: Mid Panel Moment 1118.25 718.84 0.00 791.07 1109.52 186.4802 Panel Point fb 1260.08 11611.23 0.00 12600.60 1367.45 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 24,444.66 26,158.02 7,144.34 Lid Panel Stress 0.3751 0.9722 1.0097 0.6896 0.3874 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 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 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 V1 298.61 4,826.79 1,411.02 3,084.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 V2 260.00 4,826.79 1,162.03 3,303.50 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 _ "Symmetrical Joist NEW MILLENNIUM FI.111_fll Nf: SYSTF A 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 2-7 BPL Length 2-7 3/8 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 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 Reqd SM 0.0000 Mom of Inertia 1.3636 Mom of Inertia 1.3636 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 12:31:54 PM Mark: TJ77 G7 STRESS ANALYSIS - PAGE 1 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:34:49 PM NEW MILLENNIUM Location: TUKWILA, WA Fil.11l_f.IINr. SVSTFMS Geomet Joist Description: Short Span Round 10K3001180 Mark: TJ80 Base Length: 11-31/2 Working Length: 10-11 1/2 Joist Depth: 10.00 Effective Depth:BC 9.21 Panel Length: 4 @ 1-8 Shape: Parallel Chords Variable Left End Right End I_I:Ia,I J lana '�- I lsl I LCIa IJ1=1aa 1aL1a Ll larla;i i I_laa:a IlJ_LIyI laalrtlJl I l l fl Isla Fl IT I1II Ila I I I I I.I I • 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 10.00 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (pif) DL (1) 120.00 120.00 TC + 0-0 11-3 1/2 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 (pif) SM (1) 15.00 15.00 TC + 0-0 11-3 1/2 Gross Uplift (pif) WL (2) 42.00 42.00 TC - 0-0 11-3 1/2 Stress Analysis Summa Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,121.02 Reaction RE: 2,132.39 Minimum Shear. 533.10 Max TC Comp.: 9,600.57 Max BC Tension 7,320.03 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 2,778.40 7,475.11 0.00 0.00 5,933.43 622.78 28.64 0-2 V1S 3,011.21 7,027.74 0.00 0.00 484.46 1,452.04 13.59 1-71/8 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 2,337.89 9,600.57 7,320.03 807.63 787.09 787.09 13.59 4-11 1/8 ymmetrical Joist 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:34:49 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_p Wf.i SVSTRMS TUKWILA, WA Short Span Round 10K3001180 TJ80 Chord Properties ------ _ Chord Area Rx Rz _. Ryy Y Ix Q __ Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 __ __ Fy: 50,000.00 __ _ __ Fb: 30,000.00 Mom of Inertia: 22.11_ LL 360: 627.61 LL 240: 941.41 Max Bridg TC: 10-0 3/4 Max Bridg BC: 15-6 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 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 MWel 01n 5 00d Len 2X 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 18,704.27 18,704.27 22,893.32 169..2997 2997 TC : 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 0.9979 BC Stress: 0.47 Panel Point Moment 839.31 839.31 0.00 836.42 821.88 BC URz: 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 TCShearStress: 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 Mid Panel Stress 0.2622 0.7847 0.9882 0.7503 0.2195 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 1,225.20 3,479.39 2.00 x 0.170 1 R050 = round 1/2 W6 787.09 5,947.89 787.09 3,479.39 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM F11.111_fOINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:34:49 PM Location: TUKWILA, WA Joist Description: Short Span Round 10K300/180 Mark: TJ80 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 2-0 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 300.00 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 0.00 Reqd LL Def L/120 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 1.3334 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) L_ 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:35:18 PM NEW MILLENNIUM Location: Joist Description: Mark: F.Il.11l_r_IINf SVSTR_MS. TUKWILA, WA Short Span Round 10K3001180 TJ81 Geometry - - - Base Length: 11-3 Working Length: 10-11 Joist Depth: 10.00 - -- Effective Depth: 9.21 8C Panel Length: 4 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-5 1/8 2-1 7/8 LIII LI1 LIII LI 11.1=1 I_I::CIJ.I.I:I I,II I I-I:IjILL L_I-Lf_I:I]:CIJ I_l:IJII:II:ILLJ.f I_I.I:I:I i:fl_I CI_I LI am) 'Dim 1 TC Panel 1-7 1/8 1-3 7/8 ,,\ j First Half 0-10 0-10 - -- First Diag. 3-3 1/8 2-11 7/8 Depth 10.00 10.00 Loads Load Type Category 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 (plf) WL (2) 42.00 42.00 TC - 0-0 11-3 Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,114.77 Reaction RE: 2,126.14 Minimum Shear: 531.53 Max TC Comp.: 9,553.33 Max BC Tension 7,281.25 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web 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 2,351.10 9,553.33 7,281.25 802.20 784.78 784.78 13.59 4-11 1/8 " Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 lJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:35:18 PM NEW MILLENNIUM Location: Joist Description: Mark: FILIILOING SYSTF_MS TUKWILA, WA Short Span Round 10K300/180 TJ81 Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material TC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A16B = 1.3750 x 0.102 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 22.11 LL 360: 634.82 LL 240: 952.24 Max Bridg TC: 10-0 7/8 Max Bridg BC: 15-6 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: Length 17.13 20.00 20.00 20.00 13.88 0.5000 BendingLoad 300.00 0.00 0.00 0.00 300.00 0 Min 00WelLen 2x 0 5000 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 L/Rz: 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 0.2617 0.7830 0.9834 0.7422 0.2146 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty 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 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 784.78 5,947.89 784.78 3,479.39 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist G7 NEW MILLENNIUM R1.111_MINr SYSTEMS TCX Desitin Job Number. 5814-0005 Location: TUKWILA, WA 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 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 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 0.9192 Section Modulus 0.9192 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.3334 Mom of Inertia 1.3334 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 12:35:18 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 26-21/2 26.3 7 5/16 7 1/2 7 1/2 G12 1 28G4N8.9K1.2 22-10 27.7 6 7/8 7 1/2 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 6 7/8 7 1/2 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 6 7/8 7 1/2 7 1/2 G24 1 32G5N6.6K1.5 32-4 20.2 6 7/8 7 1/2 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 28G4N7.3K1.1 26-2 1/2 21.7 6 7/8 7 1/2 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 30K280/170 43-11 1/2 2/3 5 2 1/2 2 1/2 J18A 1 30K280/170 43-11 1/2 2/4 51/4 21/2 21/2 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 2 1/2 2 1/2 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 30K280/170 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 17-9 1/2 1/3 5 2 1/2 2 1/2 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 30K280/170 37-3 3/4 2/3 4 7/16 2 1/2 2 1/2 J46 9 30K280/170 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 28K280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J49A 1 28K280/170 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 21/2 21/2 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 J57B 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 J588 1 14K280/170 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 41/8 21/2 21/2 J65 1 16KA280/170 23-4 1/3 4 1/8 2 1/2 2 1/2 J66 2 28K280/170 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 1/3 415/16 21/2 21/2 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 28K3001180 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 11-6 1/4 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 31/4 21/2 21/2 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 21/2 21/2 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 36-51/2 2/3 4 7/16 2 1/2 2 1/2 TJ70 1 14K300/180 20-7 1/3 31/2 21/2 21/2 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 TJ 77 1 16 KA300/ 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 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental Structural Calculations via co" for the Interurban Office Buildings A, B, C, D, E Mezzanine Re Fuller Sears March 27, 2014 5101203-02 Prepared by: ETL RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER isi °� : VIEWED FOR CODE COMPLIANCE APPROVED JUN 12 2014 City of Tukwila BUILDING DIVISION RV1SION NO1L V1lZL1'3 ' "440'rig COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Supplemental Structural CalcuMANV Overview -Mezzanine Revision r �> • 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 f 'ollowing 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. ilnlirmill••••••••••••••• 0 0 1) 43 .. ill If , 11 i ri 11 . BOUJIMA-INTEUMIAll Op Ffici/wARElionsEs 1000 1111160111111A111 S. MONA WASIMMOI FULIEHARS OAR WSe RE6 : 1 • I • • 0 • • ARCHITECTS 4 • 4 - • I/ • • Mb tor •r••••••••••• 73 1 t cn 1 ic, ill qi 111 li BUILDING A -INTERVIEW • OFFICE / WAREHOUSES 14600111MWEIN OIL TUIVRIAWASIMIGTON 1 t MUMS 6o. DEE MOM itv. • ,...J • L 0 11 . r „..... w, v 1 1 t S3 MUMS 6o. DEE MOM ARCHITECTS 0.../.111 1.11.10.= ram. balm. - S3 57-S—Ic.7y 6 v I/4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING lelf Or. T C -or 6r4vi -rrr -70)6 1a �7ty 23 pSF /q�� I-/3cc. Arc `/2.10 sola-:: roc& / (f- eyd = 0° /IL/ 42,p71 tics Z "°7 s3/e ` .�= 2►,n q 1 Won' els G P&9M - &op L 231 7)24 r3' A-1- 300 5P - 44a = //-2/c-ei-- 41/2410 4`/a Nr" Le TY2-0 =-a' 16 te-rt- .{–r eco i za2 ? , ift 2r‘8,6, 4 q,,z /1.0 44) pSP -v R s f- (P x o-}) 22.1 q 1SS 12>< 6 y 7/8( e f4, fi rrss ,0 orc. Project: \;( v uv l7aA CC ice Project No. Client Designed By: G I L Checked By: Date: Sheet .of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Co Lon IV k/Aq✓i- Ells $ s y s//c GoLvrn Oce (11.2 lam; 11116 = 20 rfl— kr' t73 (3 1d = 7 /414 Z 2z.st k /L70 S a _Twirl= SO -01K 13.2 ti -(30- 2.0)k 4-01 1 -LIS 6 x c (/1 c. Project I4-1-er uvbof ice Project No. Client Designed By: Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 56 7 3(0 1 1 . INE 1- 1 1 MN MN 1. -ci, .7.: ... i - ,. BF r) Z .1. 11. ;. 1111 C- !- i4 • C 73,6. , Bis. 1— N I 1 MEI iii r•-• • I 0 0 MI Ell IIII ....02=.. BF i's I I I 1 1 70 5,0. 11.1 I= . c5-eiat ,.. bt 111 fe„ _ N. ..... V) I. t .. N 1 I MO 11 lb \ . \ r-cr law . y.cr .... tO 1 I LA 0 0 0 0 Emil , . -"—b II IJ I 1 trk 11.11 i , i g — . Z M 0 • I ' a 7 3(0 Copyright 2004, COUGHUNPORTERLUNDEEN Int COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING bUILDin4 4; = in/9K41 CA SO PeAffrlS \-1 a\P-1 (1v2<k2F3 =2 Sit gv>_c.s L 1\ 'F4- 1 1nt\e) GABS- s :-4M — 00F -�3-tyLA( 13�� \3pS fa _ °1 est o. -F{- (� Lj1k0 \• E23`' — 21-7 iv\ rayG yl/f oc�, Project: \‘JTE`(L`2\-6A Ni Project No. Client Designed By: En— Date: 31 _DI 14 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Si - 1 Copyright 2004, COUGNUNPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING goi-o NV 4 cocL/4iti 4Xe%rV 4_ 27Ff O= 13 es -P- -et! esP" n�� = ay•b9 k -F1- U4 = 36, kr, 4 V-110-= 1311' �.G J din �_ L fE '4 'Imo = V3.3/01 Y -�� I.USE flrs MX Mx %rt. Project: 1 N -c RVit.t3A N Project No. Client: Designed By: t� Checked By: Date: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 of Se COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Structural Calculations for the FILE COPY Perm* No. r•.1P^741 Interurban Office Building D Permit #D11-243 Fuller Sears June 10, 2011 S101203-02 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 6/10/11 INCOMPLETE Prepared by: ETL LTR# t243 RECEIVED 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 D (permit # D11-243) is being submitted for permit in this calculation submittal package. Note Building D is referenced as building D and E in this calculation package (see key plan on the following page. Calculations for Buildings A, B, C, 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. .• Erae COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Interurban Office Structural Calculations Table of Contents S1EMIDAI 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 alpCriteria: Interurban Office COUGHLIN PORTERLUNDEEN Proj. No.: S101203-02 Proj. Engr(s): Rev. Date: 11/12/2010 Reviewed By: ETL, TJG Date: Occupancy Category II (IBC Table 1604.5) Wind: 2009 IBC, 85 mph, Exposure B Iw = 1.00 Seismic: 2009 IBC, Seismic Design Category D IE = 1.00 Ss = 1.44 S1 = 0.49 SDs = 0.87 SDI = 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.: Typical Floor Beams: d total fond = L/240 u = L/480 Page 1 of 2 Print Date: 3/2/2011 • 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 5/8' 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 Page 2 of 2 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) 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: . iii INTERNAL PRESSURE COEFFICIENT GCP; = -} p.IS Fig 6-5 pg. 47 (GCP; = + 0.18 for Enclosed Buildings) EXTERNAL PRESSURE COEFFIENT FOR MAIN WIND FORCE RESISTING SYSTEM (MWFRS) Roof Angle = V For Buil • ' gs o All Heights: Walls & Roofs: Fig. 6-6 pg. 49 Windward Wall Cp = and Wall Cp = Side W Windward Domed Roofs: 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 = (see definition on pg. 21 for low rise criteria) Building Surface lE 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 = 11 Sc" Table 6-4 pg. 80 (Kd = 0.85 for buildings) VELOCITY PRESSURE qz = qh= t . D All Heights qz = 0.00256KzKzeKdV2I (psf) Eq. 6-15 pg. 27 Low Rise qh = 0.00256KhKztKaV2I (psf) Eq. 6-15 pg. 27 4w) oject: Project No: Designed By: OIL Date: 177-- Client: Z 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 SYS IEMS & CORRESPONDING DESIGN WIND PRESSURE EQUATIONS Rigid Buildings of All Height p = gGCP - g1(GCp) (psf) Eq. 6-17 pg. 28 Low -Rise Building p = gh[(GCpf) - (GC0)] (psf) Eq. 6-18 pg. 28 Flexible Buildings p = gGfCP - q;(GCp) (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 1111/Droject: Designed By: L Date: Project No: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 4 MyTopo Map Print W /NTS rey T"2S Page 1 of 1 0 0 1 Mi 6000 Ft Map provided by MyTopo.com ---� ..c/T6 ! 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ONE REMARKS : • s - - ARCHITCCTS n••••••••••.1..- ---- 4 - a • • iL• ID Interurban Column and Footing Design Column DL (k) LL(k) SL (k) Pu (k) ty(max) ze Col Sin +P (Comp) OCR , Pa (k) Footing Fopling , OCR 1 5.7 0.0 8.9 21.1 28 6x6x1/4 57.3 0.37 14.6 2,42 B 0.39 2 8.8 0.0 13.8 32.6 28 6x6x1/4 57.3 0.57 22.6 3.00 B 0.60 3 10.0 0.0 15.6 37.0 28 6x6x1/4 57.3 0.65 25.6 3.20 B 0.68 4 12.1 0.0 18.9 44.8 28 6x6x1/4 57.3 0.78 31.0 3.52 B 0.82 5 10.8 0.0 16.8 39.8 28 6x6x1/4 57.3 0.69 27.6 3.32 B 0.73 6a 7.1 0.0 11.1 26.2 28 6x6x1/4 57.3 0.46 18.1 ..2.69 B ` 0.48 6 10.8 0.0 16.9 40.0 28 6x6x1/4 57.3 0.70 27.7 • 3.33 B 0.74 7 11.8 0.0 18.4 43.7 28 6x6x1/4 57.3 0.76 30.2 ., 3.48. 4B 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 88 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 .88,7. ,', 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 . 13 0.86 14 12.1 0.0 18.9 44.8 28 6x6x1/4 57.3 0.78 31.0 3.52 B 0.82 15 19.0 0.0 29.7 70.3 28 6x6x5/16 - ';617 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 j 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 '-. 68:7a• 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 3,: 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 .' r,. 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 1, 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 5. 5. p c c -s 6 3 (D (D co < �* 3 (D 0 iU N fl (0 Z (U 0 T Z sl) E • co 3 3' (D 3. et 3 77 7v co co co Q (0 w N -13• z > ti I - (o N- 0 - 5 (o 0 3 (o (o (D Le. (D O n 5 (D -ti 0 0 0' O 7 00 u) 0 S J 0' <P O O O O -17 a.anssa,G Bios aigamoiiv 13 Square Spread Footing Table riE'M gm• ) ; 4.0:1 -LI 73 -It 72 71 70 AA t.), o AR R7 RR 65 64 4 54 gi E 62 61 cn 60 5C1 5R 57 56 r 5 2i 0 (0 0 t rt 0 a_ CIA/11 SO-090SIV 01 /ZO/Z I [0: 13 ye i 43 54 55 56 53 72 40 63 64 65 66 50 45 71 52 67 68 69 70 51 V 14 • RAM Steel v14.02.02.00 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): I -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 1 0.000 0.012 0.025 NonR 25.000 0.012 0.025 SHEAR (Ultimate): Max Vu (1.2DL+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 load (in) at 12.50 ft = -0.626 UD = 479 Net Total load (in) at 12.50 ft = -0.914 UD = 328 15 9f� 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 Beam Number = 5 SPAN INFORMATION (ft): 1 -End (24.00,21.42) J -End (24.00,42.42) Beam Size (User Selected) = W 16X26 Fy = 50.0 ksi Total Beam Length (ft) = 21.00 Mp (kip -ft) = 184.17 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 3.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 5.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 7.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 9.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 11.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 13.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 15.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow I7.750 0.55 0.00 0.0 1.20 0.00 0.0 0.00 Snow 19.750 0.45 0.00 0.0 0.97 0.00 0.0 0.00 Snow LINE LOADS (k/ft): 410) Load Dist DL LL Red% Type 1 0.000 0.012 0.025 NonR 21.000 0.012 0.025 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.33 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+ 1.6LL 73.9 9.8 0.0 1.00 0.90 165.75 Controlling I.2DL+ 1.6LL 73.9 9.8 0.0 1.00 0.90 165.75 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 2.81 2.85 6.11 6.19 13.14 13.33 Dead load (in) at 10.50 ft = -0.143 UD = 1757 Live load (in) at 10.50 ft = -0.312 UD = 808 Net Total Toad (in) at 10.50 ft = -0.455 UD = 553 I� RAM Fil 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 14X22 Fy = 50.0 ksi Total Beam Length (ft) = 24.00 Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 Snow 12.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 Snow 18.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 Snow SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1 1.30 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 90.4 12.0 0.0 1.00 0.90 124.50 Controlling I.2DL+ I.6LL 90.4 12.0 0.0 1.00 0.90 124.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 3.05 3.05 4.77 4.77 11.30 11.30 Dead Toad (in) at 12.00 ft = -0.417 UD = 691 Live load (in) at 12.00 ft = -0.652 UD = 442 Net Total load (in) at 12.00 ft = -1.069 UD = 270 l7 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 I2.500 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 1 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): Left Right DL reaction 1.90 1.90 Max +LL reaction 2.97 2.97 Max +total reaction (factored) 7.03 7.02 DEFLECTIONS: Dead load (in) at 12.50 ft = -0.290 UD = 1035 Live load (in) at 12.50 ft = -0.453 UD = 662 Net Total load (in) at 12.50 ft = -0.743 UD = 404 16 r m (0 5 1v 0 0 v (D O 13 1v 0 0 Q. N 0 'O CD C1 cn0 N• E 0) m m r c_ 0 0) (1)m -n 0 z z TO 0 z Description Span* (ft) Trib (ft) DL (psf) LL (psf) I'I 1 O N O 31 37.25 w v N 01 4, A 44 a)a)0) N N N 0) N 0) N _s 0) 1 0) 1 0) 1 0) 1 0) .1 0) 0) N 6 N U1 N CJ1 N Cl1 N 01 N U1 N U1 0000000000w'0� 1 C"Oo0 1 11 CO 108 Wog (Plf) WLL (Plfl WTL (Plf) 00000000)0)0) 1 CO 1 CO 1 CO 150 1 0) CO 150 1 0) CO 000000011 N 0)0)0)0)0) N V N 11.A11 N N 246 276 '•;�3 SES t Y6 0 Ili A O 0 O 0 O 0 O 0 O 0 O 0 O 0 —A A 0 N? N V 0 W O 11 N U7 1 N O U1 11 Ca 6 v 1 ? la CO 0 O 1 U240 Ma (k -in) Va (k) Iregd (in") JOIST 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N.) 0) 3.6 .!h. Ca A 0) U1 1 6 A CD 1 O 0 O 0 O 0 O 0 O 0 O 0 O1,2 0v-4 CJ —1 1 N .A 1 (0 W N N 1 O W N Crl N 364.2 A N 0i 28K6 28K6 30K8 CD o coh .,,, ::a7.`•, e :: ; Yi,i 'I fie, ; i4. iV r m (0 5 1v 0 0 v (D O 13 1v 0 0 Q. N 0 'O CD C1 cn0 N• E 0) m m r c_ 0 0) (1)m -n 0 z z TO 0 z • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Lateral Summary & Loads COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA iiii) ASCE 7 SECTION 11.4 - SEISMIC GROUND MOTION VALUES Ss = ,11`(5 Fig. 22-1 pg. 210 Based on lat-long of site using 2002 USGS database Si = O • 415 Fig. 22-2 pg. 212 Based on lat-long of site using 2002 USGS database Vs = Geotech. Rpt. (Shear Wave Velocity) N = Geotech. Rpt. (Standard Penetration Resistance) Su = Geotech. Rpt. (Un -drained Shear Strength) Site Class = 6 Geotech. Rpt. (or Chapter 20) Fa = 0 .41 Table 11.4-1 pg. 115 F.. = Z Table 11.4-2 pg. 115 SMS = . � , 3t7 Eq. 11.4-1 pg. 115 SMI = I •' Eq. 11.4-2 pg. 115 SDs = 0- Eq. 11.4-3 pg. 115 SDI = O • 11 Eq. 11.4-4 pg. 115 ASCE 7 SECTION 11.5 - IMPORTANCE FACTOR & OCCUPANCY CATEGORY Nature of Occupancy 1/Vestre•h obi re- 0 IBC Table 1604.5 pg. 281 Occupancy Category Ir IBC Table 1604.5 Importance Factor, I = / • 0 ASCE 7 Table 11.5-1 pg.116 (for seismic design only - not wind or snow loads) ASCE 7 SECTION 11.6 - SEISMIC DESIGN CATEGORY SDC = P Table 11.6-1 pg. 116 (Choose most severe. See Section 11.6 for exceptions) SDC = V 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 I.n+ear vvi ed c. fie. - , yr «s - _ Vn y S e c lc, - cc A /V k.. [ R= \V '4 1 (R, Q., Ca & can very for each orthogonal direction per 12.2.2) S1ntcY c.`Mts�v Q. = 7 -sr (use reduction of 0.5 from value per Table 12.2-1 footnote g where applicable) 2• Cd = M Height Limitation = -! o S. - 16) roject: /,n /i - at/ sew `? Project No: Designed By: 112, Date: ft /t 7_ Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 20 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 /61) Type 1b (y /&) Type2 /n) 1.25 Type3 (y/ _ Type 4 (y/e Type 5 (' rt Vertical Irregularities (Table 12.3-2 pg. 125) Type la (y/� Type 1b (y/ i9 Type2 (y/� Type 3 (y /© Type4 (y/es Type 5a (y/O Type 5b (y / ect: Project No: Designed By: �T l.• -Date: ii_- j 2�._ 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.) .3 Section 12.3.4.2 (can vary for each direction of loading) ASCE 7 SECTION 12.6 - ANALYSIS PROCEDURE (Table 12.6-1 pg. 128) 1 C. i rk I -I ' 4 Gmla,gr I CO. - ASCE ASCE 7 SECTION 12.12 - DRIFT AND DEFORMATION Allowable Story Drift Da = D• Oi/ Yh$)f Table 12.12-1 pg. 134 Approximate Period Ta = �y. � i Eq. 12.8-7 pg. 129 Calculated Period (if used) T = Upper Limit on Period Cu * Ta = •7‘11' Table 12.8-1 pg. 129 (can ignore for drift checks) EQUIVALENT LATERAL FORCE PROCEDURE Seismic Response Coefficient Design Base Shear Torsional Amplification Factor Cs = V= Ax = Eq. 12.8-2 through 6 pg.129 Eq. 12.8-1 pg. 129 Eq. 12.8-14 pg. 130 V/a v i eS o� E" ✓ `�•-' . 1c1 v-vzs -r' Asp 191 Z • C d,rn b r rrtai-; w► D ae-AA.-- S4vt.dttivtfra ► Cy 4A.1-01 btd v,45--/- vukie of- e dl "e..e-t� 4,7.111 ver be, ged 1/1 Or 411 srr .).rject: Project No: Designed By: �,`,. Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 21 COUG 11 LI N PORTERLUN DEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING INTERNATIONAL BUILDING CODE 2006 ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: 4111 BASIC WIND SPEED & EXPOSURE CATEGORY V = [`3 5 Fig. 6-1 pg. 32 - 36 or consult local building official Exposure Category 15 IBC 1609.4 or consult local building official Building official Phone # Date IMPORTANCE FACTOR Category = Table 1-1 pg. 3 Iw = t • 0 Table 6-1 pg. 77 VELOCITY PRESSURE COEFFICIENT gi Mean Roof Height = Kz = o' 1 Kh= 01 - TO • RAPHIC FACTOR Note to En to calculate Kzt (All Heights) Table 6-3 pg. 79 (Low -Rise) Table 6-3 pg. 79 See Coughlin Porter Lundeen's Engineers Tips Checklist for Wind Design for available Kzt snaps, or gather data listed below endently if required (see Section 6.5.7). H = Fig. 6-4 pg. 45 x = Fig. 6-4 pg. 45 z = Fig. 6-4 pg. 45 Lh = Fig. 6-4 2-D Ridge 2-D .m 3-D Axisymmetrical Hill Fig. 6-4 pg. 45 K� = Fig. 6-4 p;. 5 - 46 K2 = Kzt = ! ' 0 GUST EFFECT FACTOR Fig. 6-4 pg. 45 - 4 Fig. 6-4 pg. 45 - 46 Kzt = (1 + KiK2K3)2 Eq. 6-3 pg. 2 G = All Heights Method -Rigid Structures = 0.85 or 6-4, pg. 26 Gf = ENCLOSURE ASSIFICATION Enclosed Partially Enclosed Open (see Definitions Sec. 6.2 pg. 21) All Heights Method -Flexible Structures Eq. 6-8 pg. 26 oject: \V/t. Designed By: ell- Date: Project No: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 Z3 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) 24- ItA 119121(11 NBCA 01A W N-+ 00-+9000000 4). in O - AA IV WCn0 co co V 01 01 (0 J C0 0 aoeJJng 6ulpUng G) n 0 Z O G)_ in 11 W4,vA3 c) J00 V V CO CO— O Of . . CO 17 W CO — 01 01 CO V C0 O ' O O 0 0 0 0 in 111 W co 0 0 O O 0 0 2 N II,V N O CO0•a .0 0 + CO 6 6 <0 (O (O CO 40 6 tD 3G) OO CD O 0O 0O 0p 0O 0O 0O C0 0 0 0 O O 0 0 J J CO 03 CO O O O O 2 O N r s ID 03 C Z i i 1 1 1 0 i) io in i) bp i) 6 6 6 6 3 G) 03 co co co co co co co co O N 0 0 O O 0 0 11 N-+ mm++ + + W A CJ m saoe}mg 6uipung 0 OAin in EL OCON N Cn a 0.710 -1: 0 AOO s. 001000N a uo c 3 3 A NFAO)OA CO N� o)mmWmm ooL0000000 in O -A AN W OA co co J ON CO J60 0 0 0 0 0 0 0 0 0 0 co 03 0) 0) co co 00 co CO CO 0 0 0 0 0 0 0 0 0 CO CO CO CO CO CO CO CO CO CO aoepng 6uippng G) n G) 0 G) C) ontp 6:I :N66 Cn OtON jCOCO CO OA L., V Ot W W W J O1 V N y CL O O Oo O = O O O O N J W 0 O (D CO J 63 01 J .Z J• tN W 6O NN-+ N in O):NI CO 0 cnn cn CJD O V J -N+ (00 -. CO 0 0 O O 0 0 W CD Cb 01 (0 0 0 O O O O N CT io CO in 2 O N O'O Of70Op ()O A01 06 A.- N� (b:0)... -A13 CJ fJ V "01 (J1O:'.... O CD 2 73 U! O OO pin inio:e0 0 0 0.0;0 0.0 O W O :.01 (n,W. OD,.(O'-C'') Yr Er G) o 00 p 000000.8 9, A 01 O CO A A N W A y O m CO W Jj0101CO ^40002 a II O A 0 o m c) m 0 (0 0 o m 0. a.=—< c o 11 11 11 0 11 11 CD Q O p Opp +tel O1 75 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ft /,JJ 1P 04f( SgrAv4 Grimes !>� L N �, �Se mor r` 1/ kit o Say ')(l to. 91/0? •f 1 51,01c ,N n = 52 g, P SEeSM c, Gc,AJ j1t0CSS go/co/dr 73, C, A, E -15A-SC Herne— /01/4./D (#01) (� 1)(te2/ S -P -" /7-6 I< 1/w,No ie t Et S" \C CD'vr G'�S B" ci /N X' A 4S[' Stas 4& V w, O = (6s')(a9Xr0P51) = 7 C,,/rae Cu& z W W z J F 0 2 z J I 0 u u ( 4 ect: et tent( OrAie- Project No. Client: Designed By: jun. Date: 12t) to Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 al) 11,0. 44,0* 44,41 44,0. "•45.0"' 1111• 0' ' % e ' I 0 ..., , . , % , 0.. I I 0 \ .1•... 0.. .. EN % t, 0 . 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Date: tt /& Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ZI rt O 0 I1 A 3 z D z 1 0) C C Q O � 00 S LA ▪ n 'S310N NVld A O v treo, not 0 K r 1 ° I "1j31 Ei{ i N[NME(5 :4 BUILDING A -INTERURBAN OFFICE / WAREHOUSES 14800INTIBUBBAIAVIS. TUNWIIA WASHINGTON m b 40 00 wfro. 1101 e s g IB Ig 204 (000,110) IB S' 1N0. `� FULLER•SEARS OAIE N[NME(5 ARCHITECTS 4 31) CA N� O c f Go S ;°1 I * i r.. { i{ N0. DE( ii w BUILDING A -INTERURBAN OFFICE/WAREHOUSES 14800INTIBUBBMAVE S NHWIUL WASHINGTON s 0 c 'S31ON NVld 1 51 F i ii FULLER•SEARS N0. DE( REWJIItS - a - ARCHITECTS ..� ....� ...� 4 - i.. a - - 3j CI W N N N N 7 7 7 7 2 d 2 O. K ( >4 - A W N 0 0 0 0 0 0 0 0 O 0 0 0 W W CO W W W W CO r m r (0 (1) -n (3 N S ;0 N O w W W W W W CO W W + - N 20P2 N N N N 0 (0 O b) CD A O O 0 0 N N N N N N N N O 0) 0 O (D A A t to 0 a— 20P2 N N N N 0 (0 O b) CD A O O 0 0 N N N N N N N N O 0) 0 O (D 0 0) W 00 0) 70 7J 0000 O O O A W N al O'' O1 N O O J OO O )- 0)0)0) r (0 ✓ (CD T (3 c3 - to tD O 7'75 v O y 0) O W O) 00 - O W O A V N 0 N N c) 0)(.1) cr.O N U) N W W W 00 0 0) W 00 0) 70 7J 0000 O O O A W N al O'' O1 N O O J OO O )- 0)0)0) r (0 ✓ (CD T (3 c3 - to tD O 7'75 v O y 0) O W O) 00 - O W O A V N 0 N N O O O O N N N N A A A A 0 0 0 0 N N N N A A A O 0) 0 O (0 0) j CD O) O co - N -n(/) O O0 N`� CO W O) O) - O O 03 N A 0 N N A A N N 0 CO (O A 0) O) T 0 X 3 7 Building A - (north/south direction) (NO 03 0 4t N 0, N N N 7 7 7 7 ao_a. 0. K (0 0 - A W N O O 0 0 0 0 0 0 O 0 0 0 W W CO W CO W W W r (0 Dm Ft; D) O x ;0 O N O W 0 0 W 0 W W W ✓ - r N A A A m 0 0 0 0 N N N N 0 O 0 O N N N N N N N N ti4 (0 O) Cn Cn W W 0) CO T N O 0 V V -4 CO 0) O) O) W - n X 3 7 0 70 A .Z7 :0 o O O O O A W N 0 N A A 0 0 O 0 O) O) O) O) r co(0 D � 0) o 9 ."0 N 0 y N W - A J -- 0( 0 W 0) (O - V V A O) N N CD W 03 W N W A O -. N CT -1 0) O O O O N N N N W W W W 0 (CD O U >0 2900 N N N N W W W W 0 N 0 O J V J O) • CO O N V N -. T (0 O V J V 0) 0 --` CO O N J N --v 1 X CA (T Of A V W (O CT W O Of N T X 3 7 Building A - (east/west direction) wslag ueqin -0 N W 0 W W W O R N U) N 0 N C O O O O N N N N A A A A 0 0 0 0 N N N N A A A O 0) 0 O (0 0) j CD O) O co - N -n(/) O O0 N`� CO W O) O) - O O 03 N A 0 N N A A N N 0 CO (O A 0) O) T 0 X 3 7 Building A - (north/south direction) (NO 03 0 4t N 0, N N N 7 7 7 7 ao_a. 0. K (0 0 - A W N O O 0 0 0 0 0 0 O 0 0 0 W W CO W CO W W W r (0 Dm Ft; D) O x ;0 O N O W 0 0 W 0 W W W ✓ - r N A A A m 0 0 0 0 N N N N 0 O 0 O N N N N N N N N ti4 (0 O) Cn Cn W W 0) CO T N O 0 V V -4 CO 0) O) O) W - n X 3 7 0 70 A .Z7 :0 o O O O O A W N 0 N A A 0 0 O 0 O) O) O) O) r co(0 D � 0) o 9 ."0 N 0 y N W - A J -- 0( 0 W 0) (O - V V A O) N N CD W 03 W N W A O -. N CT -1 0) O O O O N N N N W W W W 0 (CD O U >0 2900 N N N N W W W W 0 N 0 O J V J O) • CO O N V N -. T (0 O V J V 0) 0 --` CO O N J N --v 1 X CA (T Of A V W (O CT W O Of N T X 3 7 Building A - (east/west direction) wslag ueqin O C O v CO n m CO CO r co m` r crm (D T w o 0 > >0 Na m N O W 00) (7 (D O N. N 0 N m' 0 0 (D O O N `z -0 X O T O 3 5 CD O N r co (0 r n) CT (U D (o0 03 9 >0 N 0 43 CO O 0 0 o) cu CO 0 0 N N (a w —1 OC .+ r 0 m O N' CD3 0 0 N N G) CO 0 d C) 0 (D 0) w O O N `z O w • v J � T 3 Building B,C,D,E - (north/south direction) O r co co r m cocr T o m o > 0 0 <. N O D i-3; CO N O OC O N O N N 03 O0 N co O 0 X (J T 0 3 co m r CTm (D T (n 0 030 > >0 N 0 N SU O CO — 03 O 0 0 O w o O) O 0 0 m O N 4 g. 0 0 N N CO CO 0 0 O (D 54 O) T cn OO N `z Building B,C,D,E - (east/west direction) O OD V N 03 O C.) W r (0 r d m -n m co O 0 9 > 0 O N 0 D m N N O N.) 0) 0 0 (D(D O & 3. 0 0 0) 0 0 m .71`5'' 0 `� T a x -n x 3 5 O 01 O 0 N N 03O 0) r co r m m D T m o D O > 0 > 0 N 0 m c co • 0) cn O 0)0 OC O t0 0 (ND O 0- 3 3 O co 0 m' 0 0 co co T Co O N`z O Building F - (north/south direction) O (0 V IG v CD 0 N O C.3 r co co r m cco T m 0) O 07 > 0 N 0 D N N co NJ 0)) OC O A U T 0 x -n X 3 O 0) 0l 0 N N COO 0) m m r w 0 T m N O 0 > 0 0 N 0 • m (00) 00)) OC O 00 0 ry O Uj 3, 0 O 03 0 Eo 0 0 m T (3) O 0 m -n U x N 0) T X 3 5 Building F - (east/west direction) 35 :93g40 ueginJe uI C 5 CO D r v rn El i r 0 0 0 v 0 rn 0 c s :80[}40 ueginie ul 3c 1 Cci 5 —.- = cp co a- a) co m ho 0 - o m !I! r - a) (D l) r - o a) a --I Ea' 0 CD Z 0 = ---• 31 • A 40 O 11 D 3 z 0 r D z 1' j$ 0 €_ ` A G '(j ii: ( ROAM of w BUILDING A -INTERURBAN OFFICE / WAREHOUSES 10800INTERURBAN AVES NNWIIA. WASHINGTON x�a 0 as m 3 'S31ON NVld ll II I il 1QQ• FU�N\•SEARS a0. DATE ROAM a . 1 ARCHITL'CTB 4- a . a• 35 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 (Enter "R" or "F" for Rigid or Flexible) Ct = 0.02 (Per Table 12.8-2) x = 0.75 (Per Table 12.8-2) Sectral Response Acceleration Parameters: Ss = 1.45 (From ground motion maps) S1 = 0.50 (From ground motion maps) Fa= 0.90 SMS = SM1 = SOS = SD1= 2/3*SM,= Fv = Fa*Ss= Fv*S1= 2/3 * SMS = Structural System: 2.40' 1.30 1.19 0.87 0.79 Special Concentric Braces! Frames Seismic Design Category (SDC) = R= S2o = 2.0 Cd= 5.00 IE _ 1.00 Building Height and Other Limitations = 160 T= Cs1= Cs max = Cs min 1 = Cs min 2 = Cs = 0.24 0.145 0.542 0.010 0.000 0.145 Tmax= 6.00 If S, is equal to or greater than 0.6g Base Shear = V = CS*WDL = 0.145 * WDL Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = D (Per soils report or assume "D") h n = 28 (Height of structure) Diaphragm Construction = F & 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) Sectral Response Acceleration Parameters: SS = 1.45 (From ground motion maps) Si = 0.50', (From ground motion maps) Fa = 0.90 Fv = 2.40' SMS = Fa * Ss = 1.30 SM,= Fv*Si= 1.19 SDs = 2/3 * SMs = 0.87 Sol=2/3*SM1= 0.79 Structural System: Seismic Design Category (SDC) = R= SI) = Cd = IE = Building Height and Other Limitations = T= Cs 1= Cs max = Cs min 1 = Cs min 2= Cs = Intermediate Precast Shear Walls 4.0 2.5 4.00 1;00 160 0.24 0.217 0.813 0.010 0.000 0.217 Tmax= 6.00 If Si is equal to or greater than 0.6g Base Shear = V = Cs*WDL — 0.217 * WDL Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = D (Per soils report or assume "D") h n = 28 (Height of structure) Diaphragm Construction = F & 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 A Ss 1.45 Si = 0.50 Fa = 0.90 Fv = 2.40 Fa*Ss= 1.30 Fv*Si= 1.19 Acceleration SMS _ SM1 = Sos = 2/3 * SMS = 0.87 501=2/3*SMi= 0.79 Structural System: Parameters: (From ground motion maps) (From ground motion maps) Special Reinforced Masonry Shearwalls Seismic Design Category (SDC) = R= S2o = Cd = 1E = Building Height and Other Limitations = T= Cs 1= Cs max = Cs min 1 = Cs min 2 = Cs = 5.0 2.5 3.50 1.00 160 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 5 0 0 A N Cn NCn O 0 0 J W Shears are is at ultimate level and 0 o N o CD 0 d V A 0 .77 O N a W 5 OAU � w. and Story Ht wpx (k) (ft) o off: 1_28.0 34,944 930/0 14.0 2,520 7% x 1 r Story Forces N....0 acos ti 0 M ` o 0 0 Dead Load Ratio N ca -a _ o fr" Diaphragm Forces a, w < m x, oa x w 0 0 XI r 4 N r., -4 co o co 0 • a a d/ 0 0 N., 0 m o 'tn nM 5,, 3 0 O 0 0 El- i, N 0 W N 0 N 0 0 A -1 -4 W Shears are is at ultimate level and O o A !D 0 n 11 0J (.4 m w L roof/Mech H Roof r W m V * f CO COf „ N a O. VJ A A O x N 14.0 2,184 9% 1 0 o N f O i T A A x � o n 74 o 0 0; Story Forces 0 O N O - a) o N J (0 O p a. m I Diaphragm Forces v A W w N N „ s m x N N ci m o 0 J .4 o 0.0. (/) 0 o C) A N O N y 3 n 0 O O N iv iv A N O m 3 3 X 5 11 II C II O V d W Jc i II 11 -- O Sp M 1 N co N m DD (OJ co w W 7 d 0 D) GO 0)) O co O O 0 O (.3 O V 60 0S.a. O O N -+ W N (3 ON Seismic Base: Building B,C,D,E (east/west) Jeeys eee9 ns 0. \} ((03a. ienat eletumn le S! GiB sJeayg {{ o k 03 $ 0 0 2 \k co cn CD ) al 0o Qua. 43. o is) PO 1,3 Seismic Base: Building B,C,D,E (north/south) 45 ii".'' 0 x 0 W JOINS esea O 10 (p 0. 0 fD m 0 o 0 NC W O m • c_ m — 3 c' N 0. 0 N O o A 8 0. M II W N 0 0 O o. m 0' 0 E 0u O 0 y 9 O W 0 O 0) 0 co f0 I, • oM y ? O 0 0 0 0 0 as O 0.0. 0 0 0 0) N n .d. O A O W A: 1"'0 0 0 0 O m y_. 0 CD 03 0 O 0h V 0 .. Seismic Base: Budding F (east/west) 44 C II O (Vi] lea4S asea Shears are is at ultimate level r• O O A N 8 N m 2 0 m O co O (0 O 3D a iu N O w O O v W Seismic Base: Building F (north/south) 41 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Diaphragms & Struts COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING DEC k 4 t to'✓404, P/A P ..#f y'M s eit 'DECAC GAt'PAG►T65 W ku z 3 J F 2 a z 3 z u u •ct: /► I f I�Ir / 1 • 'LK ac_. e AT -W � 36 - c,,Et#2 PirrtnN ASC- Vcr2co /oq! p// .rta - of gy..dtc Be?% .as = 4'5 /P t`G►�y��ra,w� GVH fV' A944 47b47 ('/.'i)/ -2 z) s' P � a, 7 if el°Y 75/0012 Coi/+-Ya0= 3 S_7cPcM -v z--? $V1 p 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 ESR -1414 I Most Widely Accepted and Trusted TABLE 7 -1 -ALLOWABLE DIAPHRAGM SHEARS (q0), (In pif), FACTORED DIAPHRAGM SHEARS (q,), (In pif), AND FLEXIBILITY FACTOR (F) Page 14 of 56 22 GAGE DGB-36 AND DGBF-36 INTERLOCK DECK WITH ATTACHMENT (See ARC SPOT/SEAM WELDS AND DELTAGRIPT° SIDE SEAM DeltaGripn' System Notes) Support Fasteners Seam Spacing (in) Deck Span ft) 4 5 6 1 7 8 9 10 11 12 36/7 4 chitqf 1835112753 .176412646 171312569 143612283 .110011748 869 11381 704 11119 582 T 925 ,489`1 777 F 7.3-0.9R 7.6-0.9R 7.8-0.8R 7.9-0.8R 8-0.7R 8.1-0.7R 8.2-0.6R 8.3-0.6R 8.3-0.5R 6 ck,' q, 15874 2380 1491. 2236 142212133 137012055 1100 1748 869 1381 704 1119 582 925 489.1 777 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 qeI Of 1432 12148 ;1357 12036 12431 1864 1212_) 1818 11001 1707 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 q, 1255, 1882 112911694 1040. 1561 962 11443 900 11350 .,851 11277 704 1119 582.1 925 :489: 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 y8 qa 1 qf .1157,1 1736 10481 1569 863 ,1 1294 806 11209 763 11145 '669 11004 .649%) 973 '582 1 925 489 1 777 F 10.2-2.9R 11-3.1R 12.3-3.7R 12.9-3.0R 13.4-3.5R 14.5-4R 14.8-3.8R 15.1-3.7R 15.8-3.3R 24 -71 'qho q, 1054'11581 . ;;943 1414 772 1115i-_ _j . 628 939 608 912 539 '1 809 532 1 798 481 `1 721 F 10.8-3.4R 11.7-3.6R 13.2-4.3R • 13.7-4.2R 15-4.7R 15.4-4.6R 16.6-4.9R 16.8-4.7R 17.5-4.1R 36 cul qi 10541 1581 833 11250 +680.1 1021 649 1 974 558 4 837 487 1 730 "484 4 727 433•1 649 390' ] 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 qe1 q, 925=1 1388 :533 '1 1250 680 11021 ':'571 1 857 489 1 734 -487 1 730 430'1 644 383 1 575 -344:1 516 F 11.6-4.2R 12.5-4.3R 14.1-5.2R 15.8-5.9R 17.4-6.6R 17.6-6.2R 19-6.7R 20.5-7.4R 21.1-6R 60 q,-;.1 qi 9251 1388 .724 11086 "2680', 1021 5711 857 ;:489-1 734 04261 639 /.375 1 562 383':1 575 -3441 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 -q') q, 1511'12266 :147012206 '.144112161 4141812126 .11001 1748 869' 11381 .704.1 1119 582 1 925 4891 777 F 7.5-0.9R 7.8-0.8R 7.9-0.8R 8.1-0.7R 8.2-0.7R 8.3-0.6R 8.3-0.6R 8.4-0.5R 8.4-0.5R 6 _q,1 q, $1351:12027 :1289;1 1934 '124411 1865 12091 1813 .11061 1748 ;869 j 1381 X704::1 1119 .`582'1 925 ..489 1 777 F 8.5-1.4R 8.9-1.4R 9.2-1.3R 9.5-1.3R 9.7-1.2R 9.8-1.1R 10-1.1R 10.1-1R 10.1-0.9R 8 :qa;1 , q .124241863 1.192 1789 1109. 1664 46881 1633 .10321 1549 869 • 1381 ;704; 1119 582'1 925 .489 1 777 F 9.2-1.9R 9.6-1.8R 10.2-1.9R 10.4-1.7R 10.9-1.7R 11-1.6R 11.4-1.6R 11.4-1.5R 11.6-1.3R 12 g0 q, 1,107.11660 1013 1520 .:9.45= 1418 `893 11339 852' 1278 :819 11229 704". 1119 "582 1 925 ''489;1 777 F 10.3-2.6R 11.1-2.7R 11.8-2.8R 12.4-2.8R 12.8-2.8R 13.3-2.7R 13.6-2.7R 14-2.6R 14.1-2.2R 18 :q0 q1 1029x11543 .944, 1416 '`817, 1226 -.769 1154 '.731'; 1097 641; 961 '.,6231;[ 934 •582=1 913 '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 7qa' q1 '942: 1413 •869' 1303 '729 -11093 691;1 1037 ;594N 891 ;580' 870 :.513 . 770 '1509:] 763 7460+1 689 F 11.8-3.8R 12.7-3.9R 14.4-4.7R 14.8-4.5R 16.3-5R 16.6-4.8R 17.9-5.2R 18.1-4.9R 18.9-4.3R 36 `q8'1 qt -.942,11413 ,`782 "1 1173 638 1 957 '613`.'1 919 ,;5261 789 ' 458'1 687 °459' 1 688:.410i1 614 :3681 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 ;q°'.1 qf `''848'11271 "•782%1 1173 '638:1 957 ':5351') 802 `457.1 686 `458' 1 687 `4041 606 '360.1 540 3231' 484 F 12.9-4.8R 13.7-4.8R 15.7-5.8R 17.5-6.6R 19.4-7.4R 19.4-6.8R 21-7.3R 22.7-8R 23.5-6.7R 60 q qe'1 , 848'11271 673:11009 6381 957 '5351 802 4571 686 '39771 596 1 524 ' 360 1 540 '349'..!1 323'1 484 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 :qe`I q, 127011904 .1246'11870 122911844 :12:1611825 11001 1748 '18691 1381 :40411 1119 .•582.1 925 `.48911 777 F 7.8-0.8R 8-0.8R 8.1-0.7R 8.2 -0.6R8.3 -0.6R 8.4-0.5R 8.5-0.5R 8.5-0.5R 8.6-0.4R 6 qa':1 q, .,11437 1714 ,1103 1655 :1075: 1612 1053 1570-'1035] 1553 ',869 11381 ;7.04. 1119 582 925 .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 qa1 of '1049'11574 ,102111532 961:11441 '951 1 1427 9091364 A6911361 -;1 ";1 7041119 45821 925 -4891 777 F 9.8-1.9R 10.1-1.7R 10.8-1.8R 10.9-1.6R 11.4-1.6R 11.4-1.5R 11.8-1.5R 11.8-1.4R 12-1.2R 12 '.qe1 qi -•927'.1 1391 861 • 1292 '81a: 1219 °776'• 1164 747' 1121 724 11086 704; 1057 -.5826 925 489: 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 gal qt '.853•'11280 796' 11194 692 11038 6601 989 '635 1 953 ''555.1 833 `5461 819 ".53911 808 •48711 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 .00 q, 770:;;11155 '724'11086 6011 901 ;,581"+.1 872 :4981 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.I q, `770:41155 .628:1 943 ..5.10'1 765 :'5031 755 430 1 645 373 1 559 382.1 573 340'1 510 '304.1 457 F 13.2-4.3R 15.5-5.4R 17.7-6.5R 17.9-5.9R 19.8-6.6R 21.8-7.4R 21.4-6.5R 23.1-7.1R 24.2-6.1R 48 'qe I q, :670' ,11004 8 621 943 510 1 765 425 1 638 .'362.1 542 .'373'1 559 327'1 491 :.290;1 435 251 388 :9, 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 0- 1 qt •=670,11004 ?519'71 778 510: 1 765 425;1 638 :362=1 542 =312'1 468 •27371 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 Page 41 of 51 ESR -1735P (9/1/2009) TABLE 17 -ALLOWABLE DIAPHRAGM SHEAR, q (pit), AND FLEXIBILITY FACTORS, F, FOR TYPE PLBTM-36 DECK PANELS WITH SIDELAPS CONNECTED WITH THE PUNCHLOK® SYSTEM 1'2'3'4'5'6- Continued SIDELAP ATTACH - GAGE MENT SPAN (ft -in.) 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC @ 24" VSC @ 18" q 792 F 8.1+22R q 836 F 6.5+22R 707 620 ..:-: 544 535 7.8+17R 743 6.6+17R 9.2+15R 655 7.7+15R 8.8+12R 621 7.6+12R 10.0+11R 599 7.6+11R 9.5+10R 561 8.4+10R 505 10.5+9R 554 8.2+9R 20 18 16 VSC @ 12" VSC @ 8" VSC @ 6" VSC @ 4" VSC @ 24" VSC @ 18" VSC @ 12" VSC @ 8" VSC @ 6" VSC @ 4" VSC @ 24" VSC @ 18" VSC @ 12" VSC @ 8" VSC @ 6" VSC @ 4" VSC @ 24" VSC @ 18" VSC @ 12" VSC @ 8" VSC @ 6" VSC @ 4" 873 5.6+22R 936 4.7+22R 988 4.3+22R 1077 3.8+22R 1156 6.3+15R 1216 5.1+15R 1266 4.5+15R 1351 3.8+15R 1422 3.5+15R 1542 3.1+15R 1871 4.3+9R 1961 3.6+9R 2038 3.2+9R 2166 2.7+9R 2274 2.5+9R 2455 2.3+9R 2524 3.2+5R 2645 2.7+5R 2746 2.4+5R 2917 2.1+5R 3060 1.9+5R 3301 1.8+5R 774 5.9+17R 853 4.8+17R 898 4.4+17R 992 3.9+17R 1025 6.2+12R 1074 5.3+12R 1117 4.7+12R 1224 3.9+12R 1284 3.6+12R 1413 3.2+12R 1651 4.3+7R 1724 3.7+7R 1789 3.3+7R 1952 2.8+7R 2044 2.6+7R 2240 2.3+7R 2227 3.2+4R 2325 2.8+4R 2412 2.5+4R 2630 2.1+4R 2752 2.0+4R 3013 1.8+4R 713 673 6.1+15R 6.3+12R 784 757 5.0+15R 5.0+12R 844 811 4.5+15R 4.5+12R 944 917 3.9+15R 3.9+12R 897 852 7.3+10R 7.0+9R 944 892 6.1+10R 6.1+9R 1023 962 4.9+10R 5.1+9R 1120 1078 4.1+10R 4.1+9R 1202 1150 3.6+10R 3.7+9R 1338 1295 3.2+10R 3.2+9R 1443 1364 5.0+6R 4.9+5R 1515 1427 4.3+6R 4.3+5R 1635 1534 3.5+6R 3.6+5R 1783 2.9+6R 1907 2.6+6R 2116 2.3+6R 1948 3.7+4R 2044 3.2+4R 2205 2.6+4R 2403 2.2+4R 2570 2.0+4R 2849 1.8+4R 646 6.4+11R 724 5.1+11R 790 4.5+11R 901 3.9+11R 782 8.0+8R 857 6.1+8R 921 5.2+8R 1028 4.2+8R 1119 3.7+8R 1270 3.2+8R 1252 5.5+4R 1368 4.3+4R 1466 3.7+4R 1711 1631 2.9+5R 3.0+4R 1822 1770 2.7+5R 2.7+4R 2044 2002 2.3+5R 2.4+4R 1843 1692 3.7+3R 4.1+3R 1926 1849 3.2+3R 3.2+3R 2071 1982 2.7+3R 2.8+3R 2308 2203 2.2+3R 2.3+3R 2458 2391 2.1+3R 2.1+3R 2755 2704 1.8+3R 1.8+3R 628 6.5+10R 718 5.1+10R 778 4.5+10R 894 3.9+10R 766 7.6+7R 802 6.7+7R 893 5.3+7R 1016 4.2+7R 1099 3.7+7R 1223 3.2+7R 1224 5.3+4R 1279 4.7+4R 1420 3.7+4R 1610 3.0+4R 1738 2.7+4R 1878 2.4+4R 1657 4.0+2R 1731 3.6+2R 1922 2.8+2R 2178 2.3+2R 2351 2.1+2R 2628 1.9+2R 616 6.5+9R 701 5.2+9R 753 4.6+9R 753 3.9+9R 722 8.4+6R 789 6.7+6R 874 5.3+6R 990 4.3+6R 990 3.8+6R 990 3.2+6R 1154 5.9+3R 1258 4.7+3R 1389 3.8+3R 1521 3.1+3R 1521 2.7+3R 1521 2.4+3R 1564 4.4+2R 1704 3.6+2R 1882 2.9+2R 2126 2.4+2R 2129 2.1+2R 2129 1.9+2R 721 8.1+6R 782 6.6+6R 818 5.4+6R 818 4.2+6R 818 3.8+6R 818 3.2+6R 1150 5.7+3R 1245 4.7+3R 1257 3.8+3R 1257 3.1+3R 1257 2.7+3R 1257 2.4+3R 1561 4.3+2R 1690 3.6+2R 1759 2.9+2R 1759 2.4+2R 1759 2.1+2R 1759 1.9+2R 688 8.8+5R 688 7.1+5R 688 5.4+5R 688 4.3+5R 688 3.8+5R 688 3.2+5R 1057 6.2+3R 1057 5.0+3R 1057 3.9+3R 1057 3.1+3R 1057 2.8+3R 1057 2.4+3R 1478 4.7+2R 1478 3.8+2R 1478 3.0+2R 1478 2.4+2R 1478 2.1+2R 1478 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. 3 R is the vertical span (L„) of deck units divided by the length (LS) of the deck sheet: R = L, /LS. ° The flexibility limitations shown in Table 3 may be used as a guide in lieu of rational analysis of the anticipated deflections. 5 Interpolation of diaphragm strength between adjacent spans is permissible. For interpolated lengths, use diaphragm flexibility factor for the closest span length. 6 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. 5p z W z J 1- 0 z 0 0 ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING evacildis /4 /2-40 OMA Pitied '7 i2/D / 1/z-- ;D. / p 4111 - .?a • / /o, vs- 4..g/ us 4g, D 3 J/= 27.4 /c 'p 0/ ,� .??.Gf •64 -= S9' et i 441414 0-7-' )6 61-) `//;L/ r 1w1- I = I r - //- y = f$ •? « Fystrrefr = 56.3 - 3?•S = 2Y,614 - 6, Y 6►' 6, Gg+o /2.7 =as' 2 (6V() 33,s k y=39.6k /,e -?d L/(6?) S9 �s �I - 9-s,c —2"2 s' -r " P, r s+ y -a Sy 20 ie. V 1�= 38.1 Xve7d = 35.) -t7 z-_- 77, K c _ 7-`-/ k 00( t0(1) =;'L PO4-144- k f -P ` /8 (,) (b -)() = k /—=28- i1 38.1 k ,e ?d - 36•//.67 = .f?•1 \w ,Iboy,. OCC-\-c-e. Designed By: L- Date: \1 1' ( k p 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 4), LU/Lv14/‹. 4 1200F D1410,, t4fS CpN i1' /dr'b 401.9 17.11 Ge•�+T . 470 l/= 31.?k S" co Y2' ? IM 4 J r ovr pZg,M LA) 4- c_c_ No 4, 4147,.S ---1>SE aielo 5 coA- ofS di z W W 0 Z 0 z s u 0 u u N O t u41110 v -1 \ -e -'r yr Js -y c e Project No. Client: Designed By: GL., Date: 1I `Z4. 1 I O Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 52 W W c z J 0 O z 0 u o + sect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING G. i.��L-A 4E qNit/ PM12.44, j" a2! 1,, 2 4-4 /1 IZ i v'= /0•6 kip l7 vdrl/0,4/17' - /va 3, ? c� v� d,q = /o. /yd o2SR p 1� G, F, y9+r 14,r_ y Edi = 47 9/21 = 6,?6y$9I4- s.?3 Vdic, 5'7'3/ VI 66-0/- a 't7,a0- filr� ?? too? rf)t.e. Nt Designed By: T1� Date: 11 1 V•�E ( 0 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 73viLAi/v4• fZ 'of DiePtMA-4475- fJa,i4 25" .74 k Opu s itp. 7 = 21 I %s.<r Zt Pwiligi (ae 64, 7) !�1210 r 412'10 /13 �vofiI a'7/,6- = QD' ‘VI v vL-✓ be - vv- c- — Project No. Client: Designed By: Date: til I 1 ( a 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 ‘CE iciffro eJW 6 d., = RAM SBeam v4.0 Licensed to: RAM International Gravity Beam Design gu, ldi �4 ig,-ol J. Sd-- STEEL CODE: AISC360-05 LRFD 110 SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (44.00,0.00) Beam Size (Optimum) = W16X31 Total Beam Length (ft) = 44.00 Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL 1 0.000 0.100 44.000 0.100 4,11 • LL 0.156 0.156 12/23/10 10:11:37 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 8.13 kips 1.00Vn =131.18 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 kip -ft 89.4 89.4 Lb Cb Phi Phi*Mn ft ft kip -ft 22.0 0.0 1.00 0.90 202.50 22.0 0.0 1.00 0.90 202.50 Left Right 2.20 2.20 3.43 3.43 8.13 8.13 22.00 ft = 22.00 ft = 22.00 ft = itAto ic—Pr- MS 3a - F+ ©„ _ 5 1. 2 l _ -0.775 -1.210 -1.985 L/D = L/D = L/D = 681 436 266 S(o •T) Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International l4(Ildc Titd 3 STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (25.00,0.00) Beam Size (User Selected) = W16X31 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 12/23/10 10:40:45 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.50 kips 1.00Vn =131.18 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 Controlling 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.25 1.25 1.87 1.87 4.50 4.50 Dead load (in) at 12.50 ft = -0.081 L/D = 3712 Live load (in) at 12.50 ft = -0.121 L/D = 2475 Net Total load (in) at 12.50 ft = -0.202 L/D = 1485 57 410) RAM SBeam v4.0 Licensed to: RAM International Gravity Beam Design cr v is i Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International pvt (/d in 3, c , . C 5r1 of STEEL CODE: AISC360-05 LRFD 41110) SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (37.00,0.00) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi C_ 12/23/10 10:12:12 Total Beam Length (ft) = 37.00 Mp (kip -ft) = 184.17 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 37.000 0.100 0.150 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 6.66 kips 0.90Vn =105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 61.6 18.5 0.0 1.00 0.90 165.75 Controlling 1.2DL+1.6LL 61.6 18.5 0.0 1.00 0.90 165.75 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.85 1.85 2.77 2.77 6.66 6.66 Dead load (in) at 18.50 ft = -0.483 L/D = 919 Live load (in) at 18.50 ft = -0.725 L/D = 613 Net Total load (in) at 18.50 ft = -1.208 L/D = 368 SI 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, Le„ 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 v 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 Q) 0.00 Horizontal Reaction Seismic Load (w/out S2) 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 SDS = -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 ME 0.00 0.2SDSD 0.22 Em = S2QE + 0.2SDSD 0.22 Vertical Load Combinations = ck b 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+0.2SDs)D+S2QE+f1L+0.2S 2.09 V„= 4.49 Wu = 64.4 OK Horizontal Reaction Hu = S2QE = 90.00 On = 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 40 Strut Connection Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: W16 High Toad connection Date: 12/22/2010 INPUT (input cells are yellow) 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 .4 8 Beam Beam Beam Size W16X26 • t„, = 0.25 Web Yield Strength 50 ' Web Tensile Strength 65 3/4 v A325 -N V 1.50 1.50 '0.50 , 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 Q) 0.00 Horizontal Reaction Seismic Load (w/out S2) 60.00 Bolt Group Factors (AISC Table 7-8) Load Criteria ex (bolt ecc.) 2.50 Angle from vertical (degrees) 88.2 Bolt Group, C (Vert. and Horiz. Loads) 7.61 Bolt Group, C (Vert. Loads Only) 6.10 ew (weld ecc.) 4.00 SOS = 0.87 S2 = 2.0 f, = 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 f2QE 0.00 0.2SosD 0.38 Em = S2QE + 0.2S0SD 0.38 Vertical Load Combinations 1.2D+1.6L+0.5S 4.34 1.2D+1.6S+f1L 8.08 1.2D+fiL+Em 3.02 (1..2+0.2Sos)D+f2QE+f,L+0.2S 3.70 V„ = 8.08 W„ = 89.2 Ham- 1).LA. Check Per AISC Page 10-103 in OK Horizontal Reaction H„ = QQE = 120.00 (pHn= 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\structura1\_2010\P1OJEC-024\ENG\Lateral\W16 high load connection.xls 12/23/2010 (of 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 W14X22 - Beam Length ���y s� ft tpMn = 124.5 k -ft l Lunbraced 0.0 ft Ltorsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k -ft Ag 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 Sx 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 Cw 314 in6 jt 0.5 Axial Seismic Load SDs 0.870 QE kips Q. 2.0 p 1.3 OUTPUT (1.2D+0.2S„,)D+pQe+f, L+0.2S in k -ft k k -ft Compression Flexural Buckling Capacity Deflection = Mu = Pu = Moment Capacity 0.25 14 48 125 KL/r (max) = 54,2 Qa = 0.913 Qs = 1.000 0 = 0.913 Fcr = 37.5 4)Pn= 219 k Compression Torsional Buckling Capacity OW = Flexural Buckling Interaction = I Torsional Buckling Interaction= 0.320 OK 1 Fe = 16 ksi Fc, = 14.17 ksi 4iPn = 83 k 0.682 OK (1.2+0.2Sds)D+f2Qe+f, L+0.2S in k -ft kips Moment Capacity k -ft Capacity Deflection = Mu = Pu = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.25 15 74 OW 125 Compression Flexural Buckling (I)I'n= 219 k Compression Torsional Buckling Capacity 0.442 OK OP. = 83 k 0.998 Ot 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) Sans �£fj i.‘, W16X31 '9, Beam Length )< � ��� � ft OMn = 202.5 k-ft Lunbraced 0.0 ft Ltorsion 44.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 24 k-ft A9 9.13 int M Live 0 k-ft 1,, 375 in° M Snow 38 k-ft ly 12.4 in4 M Seismic 0 k-ft rx 6.41 in ry 1.17 in Deflections S. 47.2 in3 A Dead 0.78 in Z,, 54 in3 A Live 0.00 in J 0.461 in" A Snow 1.21 in Cw 739 ine fi 0.5 Axial Seismic Load Sns 0.870 QE S ? kips no 2.0 p 1.3 OUTPUT (1.2 D+0.2 Sd„) D+pQ e+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 OMn = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.427 OK Fe = 15 ksi Fcr = 13.41 ksi lPn = 110 k 0.700 OK (1.2+0.2Sds)D-f Qe+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 (1)M0 203 Compression Flexural Buckling Pn = 245 k Compression Torsional Buckling Capacity 1...2.561 OK 1 (I)Po = 110 k 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 wi6x3i Beam Length ft (1)Mn = 202.5 k-ft Lunbraced 0.0 ft Llorsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k-ft A9 9.13 int M Live 0 k-ft Ix 375 in4 M Snow 12 k-ft ly 12.4 in4 M Seismic 0 k-ft r„ 6.41 in ry 1.17 in Deflections S„ 47.2 in3 A Dead 0.08 in Z„ 54 in3 A Live 0.00 in J 0.461 in4 A Snow 0.12 in CW 739 in6 f, 0.5 Axial Seismic Load SDs 0.870 QE Ste 7kips P OUTPUT (1.2D+0.2S„s)D+pQe+f, L+0.2S in k-ft k k-ft Compression Flexural Buckling Capacity Deflection = M„ = Pu = Moment Capacity 0.13 14 85 203 KL/r (max) = Qa = Qs= Q = Fcr = ryPn = Compression 46.8 0.916 1.000 0.916 39.6 325 k Torsional Buckling Capacity 4 Mn = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.321 OK Fe = Fcr = 4dPn = 19 ksi 17.01 ksi 140 k 0.666 OK (1.2+0.2Sds)D+0Qe+f,L+0.2S in k-ft kips Moment Capacity k-ft Capacity Deflection = Mu = P„ = Flexural Buckling Interaction = Torsional Buckling Interaction= 1 0.13 15 130 OM„ Compression 203 Flexural Buckling (I)Pn = Compression 325 k Torsional Buckling Capacity 0.464 OK 1 (I)P,,= 140 k 0.994 OK 1 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING w Project No. ,3 tj/Lz2/A%( 4 poet/now GlifnDS 4-90)17T CAS/t/oi p/%1EcT,QAi be.Tivun _yids 42t--13 T`G = 4-06.1 k9( 9 0 Witt u c.4sE iv/s• p> o-c7®N 6e.6.'eem sribis / — y 7)— S -71 I (z1-1)(6°.6)/le, Client: Designed By: En. Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 (05 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 13viu2/ /4' ;'i C/ by , poi/41 G'zDS / t2.6"G. 7) AJ, 4,2,,g c_ E T/G = /9-(421- 7b)040/5-47 S �►P T/c _ � (qr., 76) 3 Y/ye = 9. / J i f 3.6Zis)= 7, d 1I' A/ —,S' 00 ECTipit/ T/c ..: •?yc?s)/oi, Lagq AP/1(2414n , v. 14,4- ieelps -,y 4ga05 1-Ic = 1 (i3.ss)('3)/31 = 6.a G/2/7s 1-3 i-6P.,2)(/leys6 1,/ Project No. itiov 6414, Designed By: Date: 1 q- / 0 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 4N1/ l ,v ' "F• 7/171C41 V 1-6 Auer 49/4F g *7 TV)'i cit 7',t -r PSA., Et— (5 .s " ) Ww= ZVI 16‘)C31---331)--:. Z,60 Pips .6e7d 60/,5R = / / 7717C1< 7/1-7 ✓J`' b t/E t e" w&4=Jer 74t = 62y e es .4-) 006 X9(7') — -_.: o k -fps Pred= 3,°. /-r-13 S, 8 'Mv OoT cepa/t/ /0"cAv ?cf = (7A..2)0 /)6 71) aid = 9,05 sa 3 z W W z C 0 z J z V 0 Y O ect: Project No. \vOit-/Lik,v17-r4A, Client: Designed By: tit_ Date: 5 I ( 1 G1 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 (07 • • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Tilt Up Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING op al) 4117T Air 1914ME k h 196th f. > v/44/4/4 J _ ci t, 6/44r *(yam = G "- - Sri" oe• t" S'/ t p•.- . r %L _ ,do t/51, = Y 00 yOLANG—�i�- S'� A9/4/S P is ep4s-" /m5 '7 z W Z J aC 2 z x 0 0 V 41114, g l Project: Project No. �► t ki v%RGj,r2 Or6 -6-op Client: Designed By: Date: Checked By: Sheet 1'4 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 loS • • Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Typical 2T6" WALL Wall Data fc 4 ksi Hwa;i 27.5 ft - assumes pinned -pinned Ec 3605 ksi twat, 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 Mso;, 0.0 k-in/ft (factored) Vso;;,bonom 0.0 k/ft (factored) Vso;;,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in 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 (MM. ttiMa 36.4 k-in/ft fr 0.474 ksi M= 28.70 k-in/ft Conc. Slender Wall Summary OK M„ t=Ma/(1-((5*P„*Lc2)/(0.75*48*Eo*1 ) Mua 29.2 k-in/ft (sum of seismic Toads) Mu, la n Ase 0u 30.8 k-in/ft 83.4 8.0 0.327 in` in4 1) Design Forces @ Midheight 1.2D + 1.0E + (fit_ + f2S) Pu = 1.2D + (f1 L + f2S) = 0.46 k/ft Pu+Puw = 2.73 k/ft, includes wall wt. Mu = wuth2/8+Pu(e/2)+(Pu+Puw)*E. = (See 'Iterations' Worksheet) = 3.09 k-ft/ft Phi*Mn = 3.47 k-ft/ft OK Ig/ft. = 166.4 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.50 in c= 0.59 in IO/ft= 10.27 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 3.47 k-ft/ft 2) Deflections @ Service Loads 5max = 0.59 in knowable = sallowable = 2.20 In 1/150 OK 3) Axial Loading © Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 34.7 psi 0.04fc' = 160 psi OK Calculations Ma= 7.5*(fc)0'S*Ig/yt 2.4 k-ft/ft A5 = 0.310 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.343 in`/ft P max = Ase -maim = amax = Phl*Mnmax/ft = Page 2 of 2 0.6P bal 0.51 in`/ft 0.75 in 4.90 k-ft/ft 70 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 77/P I tea 6.m77v4_ Dishciti- E s -L JAJS - A L,✓C 24T wft TRA , Z,7' o,. L = 3Z- .A t.!Cf woo�v� `- �'i , YtF- 3\ S) z 2.11v1-- ketd lr�rc o?. 51 kph ksolc.p Cts) Z35o vs -P - ./3P1/ � �► 7.3S \.9SE ae O" f 'oT>J q R = 2.3Sep 1.00 ` 1 -513' F,X T lac CtteAery&" Y 3 r• 7 S 0 Lo Lo 4/1Iect: Project No. Client: Designed By: Checked By: Date: 1,1 (z -f (0 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 71 0 • Cr' O ,.., . O O • O C O w (• 9- p, w ov • � 0 O n P • CD CD o - 0- p c ^ n. eD Cr 0D U) 5 (D 0. O CD0 0. (/)to •-• - CD cp 0. 0 O 0 M 6Y 0 O 0. _0. O 0 Cd v rr1 �y w 0 0:3 o w a- a 0 -cs _. • O p w_ c ry w N O ro O (IQ 0 (n 0 -9- -e- IDU )103uD VD VD 0 yC9 V<>- cn 0 0 z 0 M 0 0 0 O 00 00 0 0 0 0 O O b N N O O D 3 O O w kO N IJ 00 00 F� R a Interurban Tilt Up Concrete Shear walls COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 41, >1300 0,0V01 .0 0 r -TJ 13d'velVd 01 0 z J O a z J z u 0 0 v Ct: al o_ 1 1 z n Jro"-- OCC-1e,se.— Project No. Client: Designed By: CIL_ Date: tt 1'7 t t.O of Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 73 01 Joj slinse INV 5j.:6 le 060Z '17Z AON mar WL`rmenni �iiiii' iii%u M1 ' L - 11400 :MN ii INN Num Um MINOWIN MOMMINIMMIX MEM MOM MIMI" HMI MI _1 Illtanifinliewpir r liiii�inirii�u� lii. "° II Ma 011 _ _ 111111111111111111111111111111111 AESOWWWWWNEUVAMMOOMMUMM WVcw 111 0 co Wv — Cr G) r• 7 C)iUtCCOC4JtcnC)iCrCrCrCnCn (D 74 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING W 0 x 2 z 0 0 u Il.121tiC A = (t) Mee, t 1c. Z 1 -AZ . 3.-i - F •k• - I -•.% .A0 ,$)/ o,.z.S'` �.✓4ui.. 2.7.0e1 ?Ps I 1160- 4,1 s, 160- 4.12.3 3 t I. 11.53 -P } / Et' 4 AJ = sLA W-fi' 51-c 1Iw • \c -ft Jit (z -z.) Lis) 're 1104 Ito 35 2'1F 2sa r[ -P L• c 1 SS Z� 128 1a" MLA_ tc - fz 1-- K6 .b/7.67 -z- Ia .4s - 13e) ect: Project No. vA 1 f t.4t/ 0 1' ,.0 - Designed By: .--- Date: t\ 12-K. 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 T3 v c / /tr_ 4- &A -5 -r 1:4/41-4..S Z to/ -in a•_�. V = o.s 1-`d . a ,S��i)63)(i1) 3 .9acD J joc J-Gx /oG �sr VIA.1 g2ov44 ct: Designed By: Date: 1\ (IAA <© Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 C.5(Pmax)300 IP. P (kip) • • . - ' - - (Pmax) O 0 O fs=0 fs=0.5fy fs=0 fs=0.5fy x 0 0 0 12x8in Code: ACI 318-05 Units: English Run axis: About Y-axis Run option: Investigation derness: Not considered Itp Column type: Structural Bars: ASTM A615 Date: 01/17/11 Time: 09:21:21 45 (k -ft) (Pmin) -45 '141111111My (Pmin) -150 pcaColumn v4.10. Licensed to: Coughlin Porter Lundeen. License ID: 53912-1013062-4-23AE1-22006 File: \\server5\Structural\ 2010\P1OJEC-024\ENG\Concrete\P3 column.col Project: Column: Engineer: fc = 4 ksi fy = 60 ksi Ag = 96 inA2 6 #5 bars Ec = 3605 ksi Es = 29000 ksi As = 1.86 inA2 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 in^4 Ill_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 11 Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading West Elevation Worst Case - P1 and P2 Wall Data fc 4 ksi Hwa„ 27.5 ft - assumes pinned -pinned Ec 3605 ksi twaii 8 in Fy 60 ksi Rebar Size #5 0.9 Spacing 6 in wo 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 Msoi) 0.0 k-in/ft (factored) Vsoi),bottom 0.0 k/ft (factored) Vso)),top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 pif Snow Load 400 pif Eccentricity 2 in 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 85.0 psf 78 (1)Mr?Mu 4M„ 162.5 k-in/ft fr 0.474 ksi Ma 60.72 k-in/ft Conc. Slender Wall Summary OK Mui=Ma/(1-((5*Pu*Lc2)/(0.75*48*Ec*Ia)) Mua 98.5 k-in/ft (sum of seismic Toads) Muff la n Ase 100.1 k-in/ft 267.5 8.0 0.637 in` in4 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 = wu*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 8.73 k-ft/ft Phi*Mn = 15.02 k-ft/ft OK Ig/ft. = 512.0 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.98 in c = 1.15 in 1,/ft = 101.34 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.02 k-ft/ft 2) Deflections @ Service Loads 6max = 2.02 in 5allowable = 1/150 sallowable = 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 Mir = 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 = 0.666 in`/ft P max = Ase-max/ft = amax = Phi*Mnmex/ft = Page 2 of 2 0.6p bal 1.13 in`/ft 1.66 in 23.72 k-ft/ft COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 40) 131,;0.-7)/i✓Ct 1 wiSr W¢L[. fvonN4'5 3t-36.3) z 40.4 rc 35' 4, rU 36.7 -71 S9•/ t J2 (3J -•r) /243 -P1-- IS/oto sc.-/h 1 07 k - /4//c 7"/6, = rP.�Ca 3/. y /< Clc Y ] 3 3 J 3 0 ct: Project No. Client: Designed By: Date: i((•1.", Checked By: Sheet CQ of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 go 40) 77/ -t- PR 2 W W C 2 J O a 2 J 2 0 0 Y S 0 ao U ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 62-t,')C9\\,)( CoQ*f) (2-3T?'JCtuo--rs�> CyP(-i-`) c c - I81C. /6./ �c 2.6 ,y6 -9 /gi p /7 = 5.,7 :P% (^✓/( crave /4 G✓sc ' o k sk ° w/ 6.0/z•3t = 1.S,C py Fio 7 ��✓�y'J 1/ Cly) (6) (1°°) ftv k /, 0 �i ou 'dc. •' 3 e ar fig tart - 4.7 r *101; 3 k 0 b sc Designed By: Date: 11 [2Kf to 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 "Tia -ii i .: 01,S �. 40,-t- n L = Zv' (q. s J'C 147aOrP) _ 1? K 01. _ (?•S')(,3La/ /(>.. 3 s) C glinve ) a y.0 g 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 k, vA(to of f3^ 110) Project: Interurban Building A: West Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a Coefficient of Soil Friction, p Lateral Bearing Resistance, p Overburden Footing Dimensions Length of Footing, B Width of Footing, W i Thickness of Footing, ti • Depth below grade, D''• Area, A Section Modulus, S Footing Loads Gravity Seismic Pselt Poverburden Po' ' '10k e. .. 3 Pl. Ptotel 2500 psf 0.40 250. pcf 110 pcf 35.50 ft '3''O0 ft :16 in 1.00 ft 106.5 ft2 630 ft3 21 k 12 k 154 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + P1 + EQ e=M/P= qmax' _ Footing size: 1.4 ksf 6.0 ft 2.91 ksf 1/3 increase = 3333 psf L Components Allowable Po+PL= 0.9 Po = Ms = 154.0 k 126.0 k 924 k -ft Y B B/e= 5.9 ok qmin' = partial uplift ksf Pressure Distribution, a = 35.3 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e=M/P= 7.3 ft qmax' = 2.69 ksf B / e = 4.8 ok qmin' = partial uplift ksf Footing size. v;, , �.;; Pressure Distribution, a = 31.3 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. Lateral Force Lateral Load = Resistance due to: Soil Friction, 0.9 Pd p = Lateral Bearing = Total Resistance = Remaining Lateral Force = Required Additional Dead Load = 34 k 50 k 1.7 k 52 k, no sliding occurs Ok 0 not required a COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 40) W z 2 ffi Q z 3 0 0 ect: Project No. G✓ tS7 cv47) Fier) Av`4s 4` T;If VP P4 14 lS 11111 1b4lose. 9" 1,-3v*F lave = (2) 3 — c tt •P f" 4, = U= Sow. Client: MN= Ft* Gso k -ice \J v� = 75.S IA r(. 7rr ' kde Z%" - 0k. - 2 - As As= o.7Stvt2- 0. i 0-S AS = lcs s c� 1-7 ,i/%1' C3 j -S viksin l 'A► 3trr S T �; 45 %rant Designed By: Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Ott COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: Date: Checked By: Sheet 2,4 t of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 es Project: Interurban Building A: South Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500 psf Coefficient of Soil Friction, p, 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 Psell Burden PD PL Ptotal Mn v„ Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e = M / P = qmax' = Footing size 27.00 ft 5.00 ft 30 in 1.00 ft 135.0 ft2 608 ft3 51 k 15 k 55 k 0k 120 16632 k -in x �r utwe.,�,-. 49.5 k 0.9 ksf 8.2 ft 3.04 ksf 1/3 increase = 3333 psf L Components Allowable PD+PL= 0.9 PD = M, = 120.5 k 108.4 k 990 k -ft III -III D B B/e= 3.3 ok qmin' = partial uplift ksf Pressure Distribution, a = 15.8 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e=M/P= 9.1 ft qmax' = 3.31 ksf Footing size: B / e = 3.0 ok qmin' = partial uplift ksf 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 Z W W 0 z 0 Z 0 0 O.// Project: 3L,�ins S c 6 Ti 7 EY/ V13 ff4 • 1T'• 4 -t- �'g o o� 1311 WI (alb 41 VI Idl1 I5c1 Mid= 441-151-q- ��s o :."-•4/1/0.Abd 7,1 it /tyr 191 57/ i77 /nu = 3 ter k- .33/ -.33/ k = 6-2s ie-&- vtipst4e,do = ‘70, /h 54iewfbeisi Project No. Client: Designed By: ta.Date: L / I y /I of Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 pci 40) Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Pd Wall Data fc 4 ksi Hwa 27 ft - assumes pinned -pinned Ec 3605 ksi twat, 8 in Fy 60 ksi Rebar Size #5 4) 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 5.5 in Wall Wt. Factor 1 Wall Weight 100.0 psf IE SDS Wp Mseismic Load Factor Surcharge Active Pressure Msoil Vsoil,bottom Vsoil,top Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 100.0 psf Wu min = Wu = 98.415 k-in/ft (factored) Lateral Soil Loading 0 0 psf 0 pcf 0.0 k-in/ft (factored) 0.0 k/ft (factored) 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in 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 PURIM( 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 10.0 psf 90.0 psf fip�M,ZMef 4 Mn Mc 162.5 k-in/ft 0.474 ksi 60.72 k-in/ft Conc. Slender Wall Summary OK Mu,=Ma/(1-((5*P„*LC2)/(0.75*48*Ec* la))) Mua 100.5 k-in/ft (sum of seismic loads) M,,, 102.0 k-in/ft Ia. 267.5 in.; n 8.0 Ase 0.637 0u 1) Design Forces @ Midheight 1.2D + 1.0E + (f, L + f2S) Pu = 1.2D+(f,L+f2S) 0.46 k/ft Pu+Puw = 3.70 k/ft, includes wall wt. Mu = w„*h2/8+Pu(e/2)+(Pu+Puw)*6 = (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 I=/ft= 101.27 in"/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.00 k-ft/ft 2) Deflections @ Service Loads 5max = 8allowable = 8allowable = 3) Axial Loading (Pw +Pmax)/Ag < 0 (Pw + Pmax)/Ag = 0.04fc' = Calculations Ma. = 7.5*(fc)05*Ig/yt 5.1 k-ft/ft 2.02 in 1/150 2.16 in OK @ Midheight .04fc' psi 32.3 psi 160 psi OK As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.665 in`/ft Pmax = 0•6Pbal Ase-max/ft = 1.13 in`/ft amax = 1.66 in Phi*Mnmax/ft = 23.72 k-ft/ft Page 2 of 2 gq . lnaA rf... JI M!Ol1OTCOI IIIJIfCCY I... COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • 13uit,otNA SI c/ P ! 1 Fe24911 /J S I Pp (o�( 1.6 -t- 0.04 l ( 3 f a,o7) Fes, z /3 604') ,7a /e wn • / 04,2 .M.-� ►dam y c� r?. z - ot,_ 1y(1.6f .off) 2 kE PIA 1'i (•l) _ '•y r zy.8 3/ C-�6.6 /b G! (3¢4-D7)—l3 ZZ.•7k tea. = /060 j $ Y tdtd s e 7 f 2.. P, Gs' , �' Project: Project No. Vokk./v-4 \x.Com,c— Client: Designed By: Date: I 1 K ( t Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 An 0 J 0 z S 0 0u u ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING gozoNa C eoticts '' t -poo,„ 3'8 3 a \` L 0� 01 00 lc? Dor 3�— MIA , 3 6 x—Fi— 1 36/ 3-6 3.'1 14 -e-i- o f c,-.4 O^ `�•► m 512 97 F -e 2— cep N,C\ 04e - 044 3 crime; f tOtk 021,1 sP no? \� 3' 101 112- 6 yz. 3? CS -3.3 179 //? 'v'7-3''-4 u- -F+ , 1 1L7.8.77 Z S Z.. t:aq 2m s "- izevtifb,cr) Orb --c Project No. Client: Designed By: T7, Date: 1 11? I t r Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 • Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading P10 OOP wall Wall Data fc 4 ksi Hwa,I 27 ft - assumes pinned -pinned Ec 3605 ksi Lail 5.5 in Fy 60 ksi Rebar Size #5 4) 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 3.2 in Wall Wt. Factor 1 Wall Weight 68.8 psf IE SDS Wp Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 68.8 psf Wu min = Wu = 45.927 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msoii 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsou,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 304 plf Live Load 0 plf Snow Load 475 plf Eccentricity 2 in 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 q2. (I)M,Mc., fli) OMn f, M� 85.5 k-in/ft 0.474 ksi 28.70 k-in/ft Conc. Slender Wall Summary OK M,,,=MJ(1-((5*P„*Lc2)/(0.75*48*Ec*Iu))) Mua M„1 lU n Ase Au 48.2 k-in/ft (sum of seismic Toads) 50.9 k-in/ft 84.2 8.0 0.639 in4 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + 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)*8 = (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 = 26.92 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 7.99 k-ft/ft 2) Deflections @ smax = sallowable = sallowable = 3) Axial Loading (Pw +Pmax)/Ag < 0 (Pw + Pmax)/Ag = 0.04fc' = Calculations MU = 7.5*(fc)05*I9/yt 2.4 k-ft/ft Service Loads 4.27 in 1/150 2.16 in NO GOOD @ Midheight .04fc' psi 34.2 psi 160 psi OK As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D Ase/ft = 0.652 in`/ft P max = Ase-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p bal 0.66 in`/ft 0.97 in 8.03 k-ft/ft 93 • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Braced Frames & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /J w<0 A/1 A- i/onsT GU 131s4r cc~ F14447 a� Oh) 4S.S r, So•35 (V/) 737* 2 (16 6.s 1' „9' S®K D4 - Ks, 31G U— I3.3 ti 54— is le 2 - I9 z W W z J P z z 0 OO 7 ect: lvklreAr l.tV ��v. �`� s-'�--- Designed By: L' Date: Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 q4- Braced Frame Footing Stability Analysis IF, TMct: Interurban Office Ft ° img ID or Location: Building A typ braced frame GEOMETRY: OAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge Distance to Right Edge Column Spacing Footing Width Footing Thickness Depth of Soil Slab Thickness Slab Overhang Distance from Left Column to Add'I Load Distance from Left Column to Add'I Load L1 = L2 = S= B= T Ds= _ y x= tOTHER1 = e0THER1 = 7.5 ft 6ft 17.5 ft 7ft 3ft 14 in 6 in 1 ft Oft Oft S: 1(+), i(—) 1(+), t(—) PCOu (k) Pcoc2 (k) V (k) POTHER1 (k) POTHER2 (k) Dead 6.2 16.3. 12 0 Live 7.5 0 0 Seismic 91 -91 54 Wind Roof/Snow 15.9 Redundancy Factor Analysis Procedure P = 1.3 ELF MATERIAL PROPERTIES: [Allowable Bearing Pressure, including FS Soil Surcharge Weight Passive Equivalent Fluid Weight, including FS Soil Friction Coefficient, including FS Concrete Weight Concrete strength Steel Strenght f1 (for gravity load combination) q. = wsp. = 110 pcf wp = 250 pcf it = 0.4 -y = 150 pcf fc = 3 ksf fy = 60 ksi 0.5 2.5 ksf Analysis results: BASIC LOAD COMBINATIONS => D, T x COUGHLINPORTERLUNDEEN Engineer: ETL Date: 12/22/10 Pcou PCOL2 1 POTHER1 Ili POTHER2 V ALTERNATE LOAD COMBINATIONS Bearing YES Sliding YES Bearing Sliding DCR Max Bearing Min Bearing 0, 93 2,31 ksf 0.00 ksf 0.85 2.31 0.87 0.63 2.90 ksf r 0.00 ksf 1 2.901 THIS FOOTING IsmACCEPTABLE Footing Reinforcing Design Lon+. Bottom Reinforcin. Lon.. To. Reinforcin. Quanti Size S.acin. Quanti Size S.acin. 29 #4@ 2.9 14 #4@ 6.0 19 #5@ 4.4 9 #5@ 9.6 13 #6@ 6.5 7 #6@ 13.6 10 #7@ 8.4 5 #7@ 18.5 8 #8 @ 10.5 4 #8 @ 24,4 6 #9 @ 14.0 3 #9 @ 30.9 5 #10 • 16.8 3 #10 • 39.2 Shear Check I OK Transverse Steel Reinf: As Req'd = 0.39 int /ft (top and bottom) \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\Braced Frame Footing.xls 12/22/2010 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: - Checked By: Date: k‘ Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 qte Braced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN Ct. Interurban Office Engineer: ETL ru>tng ID or Location: Building C,D,E Braced Frame Date: 12/22/10 GEOMETRY. LOAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge Distance to Right Edge Column Spacing Footing Width Footing Thickness Depth of Soil Slab Thickness Slab Overhang Distance from Left Column to Add'I Load Distance from Left Column to Add.' Load L1 = L2_ S= T= 4ft 4 ft 20 ft 7ft 3 f 14 in t = 6 in yy x 1 f •OTHER1 = 0 ft tOTHERI 0 ft S: 1(+), t(-) 1(+), t(-) PCOL1 (k) PCOL2 (k) V (k) POTHER1 (k) POTHER2 (k) Dead 1,12 16.9 z ,..., 0 0 Live 0 0 Seismic 54 -54 36 0 Wind 0 0 Roof/Snow 1.75 26.4 Redundancy Factor Analysis Procedure P = 1.3 ELF MATERIAL PROPERTIES: 'Allowable Bearing Pressure, including FS 3oi1 Surcharge Weight Passive Equivalent Fluid Weight, including FS w, = 250 pcf Soil Friction Coefficient, including FS la = 0.4 Concrete Weight r = 150 pcf Concrete strength fc = 3 ksf Steel Strenght fy = 60 ksi f1 (for gravity load combination) 0.5 qa = 2.5 ksf wso;, = 110 pcf Analysis results: BASIC LOAD COMBINATIONS PCOL1 PCOL2 1 POTHER1 �l♦I POTHER2 D, 4f T L1 I< •Y - V ALTERNATE LOAD COMBINATIONS -=a Bearing YES Sliding i YES Bearing YES Sliding YES DCR 0.86 Max Bearing 2.14 ksf Min Bearing 0.00 ksf 0.65 141 0.91 3.05 ksf 0.00 ksf I 0.49 3.05 THIS FOOTING IS ACCEPTABLE Footing Reinforcing Design Lon.. Bottom Reinforcin Quanti Size S.acin Lon•. To. Reinforcin Quanti Size S.acin. 14 #4 @ 6.0 14 #4 @ 6.0 9 #5@ 9.3 9 #5@ 9.6 7 #6 @ 12.0 7 #6 @ 13.6 5 #7@ 16.8 5 #7@ 18.5 4 #8@ 21.0 4 #8@ 24.4 3 #9 @ 28.0 3 #9 @ 30.9 3 #10 . 28.0 3 #10 .. 39.2 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 int /ft (top and bottom) \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\Building B,C braced frame footing.xls 12/22/2010 73 r r 0) O 0) W m N 0 0 0 O W W N 0) Do (n (0 A A N N W m 0) N ((0 N W N m 0)0) 0 O J eioyouy awes j peoWg 73 r 70 r 0) O (0i 0) N O O O O V (0 0)) 07 V O O NJ 63 (0 co W A N W N CO W m W U1 CO o O N 0 41( o 0 0 0) 0) m 0) Cm m 0) 0) N w 0) 0) Oa 0 0 0 0) U1 A W N -+ 00000 P Pm m m m a n o 0) C1> Cn O 47 W N _'.. co • N N N A 0 0 0 0 0 (T t + rn rn m_ - - • n n z 0) O m r - m m o m N it e O O N 3D O SNOivnO3 o o m o 0 W V N (1 0 A O 3EJ j peaeIg op uwnioo 2 0 N N U1 (0 01 0) DD N N(V0 O1 (0 0 Vl 01 al 0) Of N (0 0 O 0 A O) 07 CO Co Co V V Co v -n r A 80.10j le!XV U w C) (0 r N T CO C) co () N N -u n C N 7 173 d n a T 3 N w d C7 C0 v N 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 -- Fy-- Fu-- b=d-- u HS56X6X3/8 4E 6.00 0.35 ksi ksi in in kips Beam Information: [Size W18X50 v Fy-- { 50 ksi Fu-- C 65 ksi d-- 0.00 in tw -- 0.36 in bf -- 7.50 in tf -- 0.57 in Brace Information: Size -- Fy -- Fu-- Ry -- Rt -- K Gusset Information: Fy- 50 ksi Fu ksi t-- r' 0.63.._.'-.s in 5.00 0.291 5.26 Connection Geometry: Config -- v - Shape x dim. -- y dim. -- Bm Slope - Fillet Weld Lengths: Brace -- Beam -- Column -- Ideal Col - Shear Tab Design Loads (Beam Reaction): }�r ErShear7pp�h< Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) -- 30.71 0'r kips kips kips 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 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 0.67 0.66 0.69 0.77 0.71 0.77 0.09 0.26 Brace Design: Shear Rupture at Weld (J4-4) -- Shear Yielding at Weld (J4-3) -- Net Section Fracture -- Reinforce DCR 0.66 0.64 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 0.22 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 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 -- Horizontal -- When Brace is in Compression Vertical -- Horizontal -- 0.0 kips 61.7 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 \\Server5\structural\_2010\P1 OJEC-024\ENG\Lateral\Building A\Bracek>7jrupn0161§utfoundation xis Ok 1/17/2011 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL 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 - 0.00 � •\ , \ �4 � t ���. " �• i '" i Size -- W16X26 - - _ Fy-- 50 ksi Fu ,..65 ksi d -- tw -- bf -- tf - 15.7 0.25 5.5 0.345 in in in in Bm Slope -- 0 . in/ft Brace Information: Size -- H555XSX5/16. i- Fy -- ' ksi Fu -- ... ksi Rt -- 12' K -- if9 d -- rd t -- Area -- 5.00 1.9 0.291 5.26 in in in in -50.00 -40.00 -30.00 -20.00 -10.00 0.00 10.00 20.00 30.00 40.00 50.00 Gusset Information: Connection Geomet Left Brace Right Brace Fy -- .w5i ksi � IndudeStlffenei Ptate onTo{t de ?> xdim. -- 8: "."ft 8.5 ft Fu-- �Ei5 ksi Y dim. "---- 14.x''_ ft 14.5 ft t-- , -...0:75 ` in El Include Stiffener.PtateS on Bottom Side Fillet Weld . - Brace Lengths i Directly Input height Height of Gusset 16.8 of gusset plate at Center ft in cell (if used) 16.8 below ft j 12 in Brace 14` ' in Beam -- in OUTPUT: Weld Design: Size Brace Forces - - Brace Weld (J2-3) -- 5 16ths Beam Weld (J2-4) -- 9 16ths Tension -- 339 kips Compression Left Brace -- 210 kips Right Brace 210 kips Gusset Plate Design: DCR Block Shear Rupture (J4-5) Left Brace -- 0.517 Right Brace -- 0.517 Compression on Whitmore Section (E3-1) Left Brace -- 0.418 Right Brace -- 0.418 Tension on Whitmore Section (D2-1) 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 Whitmore Section Geometry -- Left Brace Lw-- 19.15 in Li-- 10.53 in Right Brace Lw-- 19.15 in Li-- 10.53 in Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Weld (J4-3) -- 0.64 Fracture of Net Section -- Reinforce Brace (Design Separately) Beam Design: DCR Weld Development Check (J4-4) -- 0.527 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.798 Web Crippling (J10-5a/b)-- 0.871 OK \\server5\structural\ 2010\P1 OJEC-024\ENG\Lateral\Building A\Braced frames\BF-1 2nd bottom.xls 1/17/2011 12:04 PM !An Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 (2nd top) Date: 11/30/10 INPUT: Beam Information . Size -- W16X26 50.00 Fy-- 50 ksi Fu-- 65 ksi / d -- tw -- bf -- tf - 15.7 0.25 5.5 0.345 in in in fin 40.00 30.00 - ' / Bm Slope -- 0 in/ft �. r° • ' Brace Information: • h Size -- HSS5x5x5/16 L• - 20.00- \ • . • / -- Aft„, ,i ' ksi , , •,•, /• Fu - 8 ksi �. Ry -- Rt --`1,3 10.00 K -- 09 _ d -- r 5.00 1.9 in in \ / t -- Area -- 0.291 5.26 in 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 Gusset Information: Connection Geomet : Fy -- r�[Y .. ksi ( SUfener;Plateson Top Side ', ' Left Brace Right Brace tntfude dim. a. ", ft 8.5 ft Fu -- 65 ksi x -- t -- in ❑ Trtdude Stiffener Plates.on` Bottom Side y dim. -- 13.04 ft 13.42 ft �0.�5, Fillet Weld Brace Lengths 15.6 ft 15.9 ift Brace -- ,, -. ; in Directly Input height of gusset plate in cell below [-;1 Beam -- °` ' 37 ; in Height of Gusset at Center (if used) 12 in OUTPUT: Weld Design: Size Brace Forces -- Tension -- 339 kips Compression Left Brace -- 231 kips Right Brace 226 kips Brace Weld (J2-3) -- 5 16ths Beam Weld (J2-4) -- 9 16ths Gusset Plate Design: DCR Block Shear Rupture (J4-5) Left Brace -- 0.517 Right Brace -- 0.517 Compression on Whitmore Section (E3-1) Left Brace -- 0.429 Right Brace -- 0.426 Tension on Whitmore Section (D2-1) 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 Whitmore Section Geometry -- Left Brace Lw-- 19.81 in Li-- 9.81 in Right Brace Lw-- 19.64 in Li-- 9.98 in 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 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.825 Web Crippling (J10-5a/b)-- 1.018 OK 1\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Braced frames\BF-1 2nd top.xls 1/17/2011 12 04 PM Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -1 (roof) Date: 1/17/2011 INPUT: Column Information: _Beam 1 - ksi ksi in in Information: 50 40 - 30 - 20 10 - 0 0 50 Size -- Fy-- Fu-- b=d -- t -- Pu -- HSS6X6X3/8 46 58 Size -- Fy-- Fu-- d-- tw -- W14X22 w I 1 1 1 1 I I I 1 I I 1 1 I 1 1 1 / �; , , • / /�•, • , / ,/ / / / / •' / / / / / '' / / / / / / r /,'• ' / -' / ,• /, / / / /• / • / i / ; • • ' - T 5tl -. ksi ksi in in in �in 65 13.70 0.23 5.00 0.34 6.00 0.35 50 kips bf -- tf -- Brace Information: Gusset Information Fy -- ksi Size -- Fy --:46 HSSSX5X5/16 w :;: ksi Fu- ksi Fu -- 58 " ksi t-- 0 75 in Ry 1 dD e SuffeY i tCSNumnSkfe Rt K-- ,0.90-., Ct d 5uff r%ra tearfi# wttSide:...' d- t-- Area -- 5.00 0.291 5.26 in in in ' Web Stlffetier Connection Geometry: ft ft Fillet Weld Lengths in Config -- x dim. -- y dim. -- Bm Slope -- v - Shape 1 w 8.5 13.04 -0.25 Brace -- Beam -- 4 '� ;' in Column - !'f6.*' . ` in in/ft Ideal Col- 23.49 in Shear Tab D • i . n Loads Beam Reaction : kips kips QShearTatfKerf t''.''. Dead Load - Live Load -- Horizontal Strut Load (Include Overstrength) _• - ,1V -; , 10,0 ". 10 20 30 40 -- .. a 0-` kips OUTPUT: Weld Design: -- -- -- Size Brace Forces -- 339 248 kips kips Brace Weld (J2-3) Beam Weld (J2-4) Column Weld (J2-4) 5 16ths 8 16ths 8 16ths Tension -- Compression -- 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: 99.8 51.7 kips kips kips kips Block Shear Rupture Compression on Tension on Whitmore Weld Development Free Edge Buckling Yielding Under 0.54 0.44 0.50 0.56 0.78 0.57 0.15 0.09 Vertical -- Horizontal -- When Brace is in Compression: Vertical -- 73.0 Horizontal -- 37.8 Whitmore Section Geometry -- in in Lw-- 20.01 Li-- 15.84 Design Loads for Web Stiffeners -- ki.s Beam -- 0 Brace Design: DCR Weld (J4-4) -- 0.66 Weld (J4-3) -- 0.64 -- Reinforce Brace (Design Separately) Shear Rupture at Shear Yielding at Net Section Fracture Beam Design at Gusset Interface: (J4-4) -- Tips 12/98) -- DCR Weld Development Check Web Yielding (J10-3 & Steel Web Crippling (J10-5a/b)-- 0.46 0.50 0.94 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) 0.55 0.59 0.83 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 0.84 0.35 0.60 0.39 Ok \\server5\structural\_2010\P1OJEC-024\ENG\Lateral\Building A\BracedrY .tt> 1t3rd xls 1/17/2011 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 foundation Date: 1/1712011 INPUT: Column Information: Size - [HsS6X6X3/8 Fy-- Fu-- b=d-- Pu -- 6.00 0.35 50. Brace Information: Size -- HSS5X5X5/16 Ry -- Rt -- K -- Il ksi ksi in in kips 1 ksi ksi 5 00 t -- 0.291 Area -- 5.26 Connection Geometry: Config -- X - Shape V x dim. -- 2l)_ y dim. -- Bm Slope -- 0.01 Shear Tab Design Loads (Beam Reaction): ❑;ShearTab'i�efed in in in Beam Information: Size -- w18x50 V Fy-- 50 ksi Fu-- 65 ksi d -- 0.00 in tw - 0.36 in bf-- 7.50 in tf __ 0.57 in ksi ksi m Fillet Weid ft in/ft Brace -- Beam -- Column -- Ideal Col - Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) -- Lengths: 4 26.95 in in in D 0 kips 00kips 0.0 kips 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 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)-- 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 0.23 0.00 000 DCR 0.75 0.75 1.00 \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\Bracedrfpluti IBJ 2tfoundation.xls Brace Forces -- Tension -- Compression -- 339 kips 176 kips Design Loads for Shear Tab Design -- When Brace is in Tension: Vertical -- 0.0 Horizontal -- 67.2 When Brace is in Compression: Vertical:- Horizontal ertical-Horizontal -- kips kips 0.0 kips 35.0 kips Whitmore Section Geometry -- Lw- 18.89 in Li 14.87 in Design Loads for Web Stiffeners -- Beam -- 0 kips 1/17/2011 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDE Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 (roof) Date: 1/17/2011 INPUT: Column Information: I • Beam Information 50 40 - 30 20 10 - 0 0 1 Size -- FY Fu b=d -- t -- Pu -- HSS6X6X3/8 Size -- Fy--_ _ Fu-- d--15.70 tw -- _ - bf -- tf -- W16X26 UVJ ksi ksi/1 in in in in I I 1 I 1 1 i 1 1 I 1• 1 1 1 1 1 I 1 1 1 -- 1 ' , / /• �/ / / , i // �" i / • / •/ �/ // /" / / •" ,' / �"' /� sem"- - - iii /i i / i / - / '/, � '.. •✓ ' , ' • • 46, 58 6.00 0.35 ksi ksi in in 50 •' 65 0.25 5.50 0.35 50 kips Brace Information: Gusset Information: ksi Size -- Fy ---:.,„'"46-,.... HSS5X5X5/16 1 w ksi Fy -- Fu -- t-- 50 >. 65 ,' ksi Fu -- 58 ksi 11, 75 in Ry ` 1 EE 5t1(fettehfa en Beam n StBe' Side Rt _- 1,r3 ( e K -- d -- t -- Area__ U;90 in❑Add in in 5.00 0.291 5.26 Beam tM1reb 5t!ft-06e; Connection Geometry: Fillet Weld Lengths; in Config -- Ix - Shape x dim. -- 20.67 y dim. -- 27.85 Bm Slope -- 0.25 Brace -- 14 ft ft Beam -- Column -- in ^i15 , :' in •/ -, . -, in/ft Ideal Col-- 14.93 in She. r T. b Design Loads (Beam Reaction): -._.. _- 10.0 kips Shear Tab ICesfed ' . , , . Dead Load -- Live Load -- Horizontal Strut Load (Include Overstrength) 10 20 30 40 50 -- 16.0 1 kips kips 50.0 OUTPUT: Weld Design: -- -- -- Size Brace Forces -- 339 kips 179 kin_ Brace Weld (J2-3) Beam Weld (J2-4) Column Weld (J2-4) 5 16ths 8 16ths 8 16ths Tension -- Compression -- 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 -- Stresses (Steel Tips 12/98): Beam Interface -- Column Interface -- DCR When Brace is in Tension: 133.2 kips 52.6 kips Block Shear Rupture Compression on Tension on Whitmore Weld Development Free Edge Buckling Yielding Under Combined 0.54 0.30 0.51 0.54 0.64 0.60 0.12 0.05 Vertical -- Horizontal -- 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: DCR Weld (J4-4) -- 0.66 Weld (J4-3) -- 0.64 -- Reinforce Brace (Design Separately) Shear Rupture at Shear Yielding at Net Section Fracture Beam Design at Gusset Interface: DCR (J4-4) -- 0.47 Tips 12/98) 0.60 0.79 Weld Development Check Web Yielding (J10-3 & Steel Web Crippling (J10-5a/b)-- 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 Ok \\server5\structural\_2010\P1OJEC-024\ENG \ Lateral \Building A\BracedrfrartailW2t3rd xis 1/17/2011 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 'roject: , )fit4fltn 'roject No. ceJ Client Designed By: _ Date: j ? tk. t. i Sheet' ; 1 of Checked By: 413 PINE. STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F:206/343-5691 1 to COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING i� raced f,4 -111E e:04/1/4vMiftz‘. o.V fr'LETFjvCe/Ir ro crc Vu, =. 1-4(A,t5 3 jc (PV61, 4144C Cy C joit„s+V1a' t Gosai) (PV„ CV odic Av{ 649014 519 +6'3 - cos Sb.3 I:✓f resat 3 tq /7 `t _ L/ /d 1)1 Z It- CZ►)$9- 73F Go r.-vNl N c.J ez- r> i-kk• ! y6 Per, ✓ii4lcr z Ztq /l T4 = /7"3 .r,e l4e. = t / 7-y 'r 7,3e3/1(M14Er W z J 0 z J z u 0 0 v O V ect: Mien -44n 6/ -6 -c -e Project No. Client: Designed By: Era Checked By: Date: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /oho Braced Frame Shear Anchorage Design Project: Interurban Office Size Brace Angle (from base plate) Number of Keys Grout Pad Thickness Spacing Between Keys Width of Base Plate Base Plate Thickness Shear Key Steel Gr. Concrete Strength Reinf. Steel Area (between shear keys) Engineer: ETL HSS 5x5x5/16 ',Idegrees 1:5 " ; inches inches 7716' Iinches 15 inches `0.7. ksi • ksi :_s Date: 1/14/2011 Results Brace Force 208.6 kips Key Depth 4 1/8 inches (includes depth of grout) Key Thickness 1 2/8 inches Fillet Weld Size 7/16 inches Force Transfer Between Keys Base Plate Thickness Check Note: Seismic Factor of .75 need not be applied to braced frame anchorage per Seismic Provisions for Structural Steel Buildings, 8.5 Colui /DI LRFD BASEPLATE DESIGN Column Marks: Interurban Office BF base plate Jral\ 2010\P10JEC-0, 1/14/2011 12:02 H�, b � ,r •Y,. a` �$, tii art .�, a ��r�•_ Nu. Pedestal Width: Pedestal Length: Az: f'c: Column Section: Column d: Column bf: Clearance on Sides: Base Plate fy: 14 kips 60 in 60 in 3600 inA2 3 ksi TS6x6 W?x?,TS?X?,P? 6 in 6 in 1 s in 50' ksi FILL IN ALL PINK (see help) d '%k" �' -'F, �.. r, rw YF;,y''3 '"'%i'Y '�ys`y(Fy-,t,✓/�""tiy;� .;5 d, w'ain"'..'.b, A ': '�3� �/ �,a. Ai> Controlling A,= b.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 ".1 ' •. $3'A h{• ,� r§� yF` "sem. ���a �.._ erg �✓�.i� n ti•4 �, .`�P �;d3C �. Suggested B: 8.00 USE B= 16 in s.+�o Ar� i = in"2 kt�fi tn ^ ro�256 �+ r (I)Pc 3.06 ksi fp: 0.84 ksi DPp 783.36 fS k (� M3'£ Il.y� i� y'{''19 Jv+i l`�A '�Ysk S�5' ? f Q d ��1lttk0►i1t �� d'�k U �'q3 £3 k Wli' ik Sal 4 ?k�m �,� m: 5.15 in n: 5.15 in �'foinp Eiw � n +r�{$gs � , [� a�e� dk , � �,. � TYr .. r s. 4 T. ..,r 1 {' �,r•f;.. 5^3�•e. ..i},� 'k*.. r I'„e , X: 0.273 A: 0.56 n': 1.50 in kn': 0.85 in ppp ii P Wing IYR+,p, P5 f i 1kL1 4 ,Md,0.kv NSA: Controlling c: 5.15 in tp> 0.993 in w/ Plate B: 16.00 in w/ Plate N (D): 16.00 in BRZ Page 1 1/14/2011 12:02 PM Table 3.1. Anchor Rod (Rod Only) Available Strength, kips Rod Diameter, in. Rod Area, A„ in' LRFD $R„, + = 0.75 ASD R„/ S2, S2 = 2.00 Grade 36, kips Grade 55, kips Grade 105, kips Grade 36, kips Grade 55, kips Grade 105, kips % 0.307 10.0 12.9 21.6 6.7 8.6 14.4 % 0.442 14.4 18.6 31.1 9.6 12.4 20.7 ri, 0.601 19.6 25.4 42.3 13.1 16.9 28.2 1 0.785 25.6 33.1 552 17.1 22.1 36.8 1.1% 0.994 32.4 41.9 69.9 21.6 28.0 46.6 11/a 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 ' 1% 2.41 78.5 102 169 52.3 67.6 113 , 2 3.14 103 133 221 68.3 88.4 147 VA 3.98 130 168 280 86.5 112 186 21/2 4.91 160 207 345 107 138 230 2% 5.94 194 251 418 129 167 .278 3 7.07 .231 298 497 154 199 331 31/4 8.30 271 350 583 180 233 389 3'/a 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 lira = 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 y!4 = l.0 Abs = the bearing area of the anchor rod head or nut, and fc' 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 fz = 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. Appendix D of ACI 318-02 provides a pullout strength for a hooked anchor of 04(0.9fC ehd,), which is based on an anchor with diameter d° bearing against the hook extension of eh; 4) is taken as 0.70. The hook extension is limited to a maximum of 4.5d,; y►4 =1 if the anchor is located where the concrete is cracked at service load, and y!4= 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 32.1) 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 X09 A Table 3.2. Anchor Rod Concrete Pullout Strength, kips Rod Diameter, in. Rod Area, A„ in2 Bearing Area, int Concrete Pullout Strength, 4 NP Grade 36, kips Grade 55, kips Grade 105, kips 3 0.307 0.689 11.6 15.4 19.3 34 0.442 0.906 15.2 20.3 25.4 343 0.601 1.22 20.5 27.3 34.1 1 0.785 1.50 25.2 33.6 42.0 114 0.994 1.81 30.4 40.5 50.7 11/4 1.23 2.24 37.7 50.2 62.8 11/2 1.77 3.13 52.6 70.1 87.7 13/4 2.41 4.17 70.0 93.4 117 2 3.14 5.35 90.0 120 150 21/4 3.98 6.69 112 150 187 21 4.91 8.17 137 183 229 23/a 5.94 9.80 165 220 274 3 7.07 11.4 191 254 318 31/4 8.30 13.3 223 297 372 31/2 9.62 15.3 257 343 429 33/4 11.0 17.5 294 393 491 4 12.6 19.9 334 445 557 1.5 / , A f 3h,, VIew A - A 3 V\ f =Tensile stress In concrete along surface of stress cone. ....................... ....................... ....................... ....................... ....................... ........................ ....................... ....................... ....................... ....................... .......... .......... ....................... ....................... ....................... ....................... 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 Ndag = 4yr3 24g heis AN for he <11 in. ANo and � $Nag= �0Y316 Z he5/3 AN ANo where for h( >11 in. = 0.70 yr3 = 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, = concrete breakout cone area for single anchor DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN / 21 /1a COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Masonry Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING i %Y%SOAI gr bar" Dr Qt*•vE t.t/4 14_ Der/4A) (4O1' ) /3 ua 0 /A/y' T3, C, DE -Trott, 1./*L/ 1 e '- 1. L..4 .29'1 �-- S E e" ®oP sp►2ERDSftE E� h c , 'y E Z4, --- s E E OPP awe* >r* G',t'jrcer z W 0 z J 2 z 3 I O O Yz E ry U Y3 ect: `, vL\-e c kx.v' c 4 Project No. Client: Designed By:Date: 11 1-7-1 1 1 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 I// COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Copyright 2004. COUGHLINPORTERLUNDEEN Inc. M ASovAY 007' DSS N = /3vitO,A/ L6'),( 4/r,nv✓ 16421 4a,6 G4JE2 S it i ✓ 4 t.L. 05- 13.6 ver c.L �k(')=a..5kg) 27-S/6. 7= y is k r'/ leY" W4 2"- 1le, (d /G 1) ` 22. 39- k� (1 HJT 01416 04 f' 1011 01 -Lt. M,. a jLi = �2�6 GR.& /4.47 :x. 1444 sfr ct: \,r1 ,r <J- i .v/v --- Designed By: eT2.,Date: \ Vim t � Q Project No. 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 /414 (' = (o- 3S le--F4- 10.3s/4 -•►- +o.3sJ4 = z.c7c - - r Project No. \,,,\t"1.0060 ;. Client: Designed By:Date: II J'Z4 t to Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 !l3 Zan t IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Wall I.D.: Typical 8" wall 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.) 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 8.4 psf 29.2 psf 29.2 psf 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Par= 1.2D+(f1L+f2S) Pur = 0.27 k/ft, does not incl. wall wt. of this level Pu = 1.63 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) As max/ft = 0.412 in`/ft As actual/ft = 0.155 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)•8 = 3.04 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 3.69 k-ft/ft OK 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 Smax = 2.34 in 5allowable = 5allowable = 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK. 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 17.8 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 42.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 Zoo `t 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 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 pif (include wall wt. of levels above) 0 pif 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) P,r= 1.2D + (ft L + f2S) Pur = 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 A$ actual/ft = 0.116 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)* = 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, 6 or 7) 32 in (8,16,24,32,40 or 48) 0 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads max = Sallowable = Sallowable = 0.18 in 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 14.0 psi 0.05f m = 75 psi 0.20f m = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 /15 Zdaz 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 f2 Interurban Date: 11/29/2010 Typical 10" wall at window areas Building B,C,D,E Engr: ETL Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 104 psf 1 (CMU=1, BMU=0) 104 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = W(without 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 10.4 psf 65:0 psf 65.0 psf 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Puf = 1.2D + (f1L + f2S) Pur = 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) A5 max/ft = 0.579 in`/ft A5 actual/ft = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*8 = 6.33 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 7.53 k-ft/ft OK 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 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 smax = 8allowable = 8allowable = 2.19 in 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05f 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 /16 2-4,c71 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Wall I.D.: fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SDS IE Dead Load Live Load Snow Load Eccentricity fi f2 Interurban Building F, 8" wall at windows Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 84 psf 1 (CMU=1, BMU=0) 84 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data Wu min = Wu = w(without 1) = Axial Loading (Po) 180 plf (include wall wt. of levels above) 0 plf 275 plf 4 in 0.5 (0.5 usually) 0.2 (0.2 usually) Summary 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Put= 1.2D + (f1L + f2S) Put= 0.27 k/ft, does not incl. wall wt. of this level P„ = 1.28 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) AS max/ft = 0.310 in2/ft As actual/ft = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*S = 2.83 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 3.68 k-ft/ft OK 8.4 psf 52.0 psf 52.0 psf Date: 11/29/2010 Engr: ETL 20 ft - assumes pinned -pinned 8 in (6,8,10 or 12) 5 (4,5, 6 or 7) 16 in (8,16,24,32,40 or 48) 0 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads smax = 8allowable = 8allowable = 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 0.05f m = 75 psi 0.20f m = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 111 W W 0 z J g z u u ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Poi to/A/4 8, �, D1 E MAsaaiz✓ 5-44644.- t4i4L.1.5 -71-froaL GoAlc, 1.4)44.L$ 4141-1- P kid Et CAN AVT - S irk4 44dM6- /22MI P Ok /useceno Ivl,tkis &OP IZE►rUt `i (7) e S a Woe_ (-r'-0w29 . EDce '44 s 1) oN GES. 9_EcCOAA&AV477oM6 Poont/Q t161,10 t/qn/ 41 4 7.3M't A .41MJ for 7I•ftt' WI Li - 60 Arun)-oc. t,O A/4 I -I 1 D nivel S tar ►2 4 !He - 7`h N SFrr' FG (✓✓vrairy(atrilJ • ‘01‘ C. 1j4 L,J4t = 30' L\O') k %% 61/40) = 36300 P [f 2 s t 14. kik 1•y PL -- c/z�r/ Dt 1Q !4 � V`A = z3 k rcuA5v`vwz. \/(" = \ le, •sr - titC G opt ;v'v \ s vect6 "kb.,G i' VtC_S5 'L• I" O ✓ c € e etVc. v 2 Vim.. _ •- {`1-f • 0_4Svw..c. Stott Wide Coc►•1,Ytq' 0.1S CT c o 634.) d =rz_.4 rtv0--nA/4 z -r : '22 Wide Project No. Client: Designed By: Date: t, tiA•'( l j Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1 !8 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • W W z 2 F 2 z S u u op O *ct: Fo -n� i 0 4 12- %� )..3s. LO4)4 . Mu= 59, e9y �Z d, =)-7...s" Cc= in z A5 ae o.6r- ots ,= D6 in L_ G � O.6t / OC tet 2 Ars,,,., = 1,v; ,v3 69 41 14— tel G = 0,6i f c%d -- Asp, k topb.,�d�F� 1 -Sic, cop" C (sl 411 Project No. Client: Designed By: Checked By: Date: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING z W W 410- a z 7 J K O z J 7• z 7 0 V S Irect: LI//q J$1 c, � t /A, Triew• e A W.ro4e1er S pir4tie V 4 /Vle1 =- 29.5Lkb) - - 1.30 yg�od,i' I3 3?- Project No. \,i/`) -e''' " t Y• o� Client: ce— Designed By: Date: Checked By: Sheet )f IVA � C of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /20 CoughlinPorterLundee n 413 Pine Street, Suite 300 Seattle, WA g8101 P : 206/545-0460 F: 206/34-356gt Project Interurban by ETL sheet no. location Building B,C,D,E interior date 12/9/2010 client Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 •aSOflI.yShearWaII nput Wall Data Reinforcement Input 1.5 ksi Vert. rebar size (#) 60 ksi ....spacing ....no. bars/spacing pm= fy. = HH, = L -w = Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input job no. 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 0 (yes=1, no=0) Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1 = 46 kips @ 29.5 ft V2 = 1.3 kips @ 15.5 ft V3 = 0 kips @ 0 ft V4 = 0 kips @ 0 ft v5 = 0 kips @ 0 ft Pt = P2 = P3 = P4 = P5 = f1 = 0.5 f2 = 0.2 5 24 in (8,16,24,32,40 or 48) 2(1or2) 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 2 1 1 1 1 1 uuu 800 Gravity Line Loads Wall Weight = 2478 plf fi Dead Load, wiL = 120 plf Live Load, WLL = 0 plf Snow Load, wsi. = 200 plf Pt = P2 = P3 = P4 = P5 = f1 = 0.5 f2 = 0.2 5 24 in (8,16,24,32,40 or 48) 2(1or2) 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 2 1 1 1 1 1 uuu 800 Dead 600 f2 400 fi Seismic 200 15 000 800 0.2 5.6 0.5 600 @ 20 400 200 0 0 rim !1 l. 0 0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 $Mn (k -ft) Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live fi Seismic 15 19.4 0.2 5.6 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 10 ft DL2 = 0 kips @ 0 ft DL3 = 0 kips @ 0 ft DL4 = 0 kips @ 0 ft Maximum Out -of Plane Vertical Steel Ratio = 0.396 in`/ft Maximum In -Plane Vertical Steel Ratio = 0.445 in2/ft As Actual = 0.307 in2/ft Shear: 1111 Boundary Element Check (ACI 3.3.6.6): Vu = cVn = CVs = 47.3 kips 72.4 kips 72.4 kips OK OK ft ft ft ft ft OK V corresponding to 1.25*Mn = OK OK P min and Spacing Requirements Pvert Phoa (min)OK Smax(vert) OK Pvert (min) OK Smax (tiorz) OK Pnorz (min) OK Min vert=112 horiz OK Not Required /21 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, IA 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 28.00 ft 5.00 ft 30 in 1.00 ft 140.0 ft2 Section Modulus, S 653 ft3 Footing Loads Gravity Seismic Peel? wrden Po PL Ptotal Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 53 k 15 k 64.6 k 19.4 k 152 16525 k -in 47.3 k 1.1 ksf 6.5 ft 2.69 ksf 1/3 increase = 3333 psf L Components Allowable Po+PL= 0.9 Po = Mg = 151.9 k 119.3 k 984 k -ft 111=—Ill 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 = 8.2ft qmax' = 2.76 ksf B / e = 3.4 ok qmin' = partial uplift ksf Footing size: t'�.-e". 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 SHEAR WALL FOOTING DESIGN illik„ SHEAR WALL ID: Building B,C,D,E intenor masonry footing reinforcement f 3000 (psi) Ir 60 (ksi) Fooring Depth - 30 (in) Clear Cover 3 (in) One Way Shear Strength: 0,.- 0.75: d: 26 5 (in) b: 12 (in) +Vc: 26.1 (k/ft) Vu: 7.5 (k/ft) DCR 029 OK Footing Demand: EQ FACTOR TO ULTIMATE from ALLOWABLE: ` 1.4 V (SAFE STRIP): 0 (k) Strip Width: 60 (in) Vu: 0.0 (k6t) (OR) Cantelever Length (from face of supt): `' 48 (in) gam.' 3 (ksf) Vu: 7.5 (k/ft) Moment Strength of Footing Cantelever Long Direction }: - 0.9 Pf 085 Mu 403.2 (k -in) p: 0.0009 (Required by moment) prdr,p: 0.0018 (ACI 7.12.2.1) Include top reinf for pm,: YES (YES or NO) Press: 0.0009 p (tor 0=0.9) 0.0135 OK di Max Spacing: 18 (ACI 10.5.4) O • BAR #: 3 4 5 P AREA: 0.11 0.2 0.31 O s,erp: 4.6 8.4 13.1 Bar#: 8 Spacing: I 12 (in) As: 0.79 (in) Oi a: 1.55 (in) in • cid' 0.069 +Mn: 1097.4 (k-in/ft) Mu: 403.2 (k-in/ft) DCR: 0.37 OK Footing Demand: EO FACTOR TO ULTIMATE from ALLOWABLE: 1.4` M (SAFE STRIP): ' 0 (k -in) Strip Width. 60 (in) Mu: 0.0 (k-in/ft) (OR) Cantelever Length (from face of supt): . ..48 (in) (ksf) M• u: 403.2 (k-in/ft) 6 7 8 9 10 11 0.44 0.6 0.79 1 1.27 1.56 18.5 25.3 33.3 42.1 53.5 65.7 4C re d 21h Z. Moment Strength of Footing Cantelever. Short Direction a* :... 0.85 Mu: 157.5 (k -in) P: 0.0003 (Required by moment) pternp: 0.0018 (ACI 7.12.2.1) Include top rein/ for pd,,,p: YES (YES or NO) Prq: 0.0009 pm. (for 00.9) 0.0135 OK i, Maz Spacing: p BAR #: i AREA: O Snead: Footing Demand: Cantelever off end of wall EQ FACTOR TO ULTIMATE from ALLOWABLE M (SAFE STRIP): Strip Width: Mu: (OR) Cantelever Length (from face of supt): M• u: 1:4 0 (k -in) 60 (in) 0.0 (k-in/ft) 30 (in) 3 (ksf) 157.5 (k-in/ft) 18 (ACI 10.5.4) 3 4 5 6 7 8 9 10 11 0.11 0.2 0.31 0.44 0.6 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 (int) a: 0.61 (in) H c/d: 0.027 7 $Mu: 438.5 (k-in/ft) Mu: 157.5 (k-in/ft) DCR: 0.36 OK _ `1 /23 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ► N) 4 F = at3-k-t-› ®1-1/ Safra.. t-J'tkk.„ Trot. = O -i ?pt_= 23k Psi = JVl eci ) 2 •s !q, S'c 22.2-k + k .9 (11.s oto y & -P- �- ypro k --1l ct: Project No. Client: Designed By: Date: ( i if° Checked By: Sheet ( of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 CoughlinPorterLundee n 413 Phe Street, alite SOO Seattle, WA 98101 P: 206/34.3-0460 F: 206/343-5 691 project Interurban by ETL sheet no. location Building F grid D date 12/9/2010 client 4kasonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input fm. 1.5 ksi fy. = 60 ksi H,N= 21.5 ft LW= Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sas = Seismic Design Category = Stack Bond? Loading Input 144 in 8 in (6,8,10 or 12) 1 (yes=1, no=0) 1 (1=Concrete, 2=Clay) 20 ft 0.87 D 0 (yes=1, no=0) Lateral Forces (kips) Seismic or Wind ? 1 (Seismic =1, Wind =2) V1 = 17.6 kips @ 21.5 ft v2= 1.9 kips @ 13.5 ft V3 = 0 kips @ 0 ft V4 = 0 kips @ 0 ft V5 = 0 kips @ 0 ft Gravity Line Loads Wall Weight = 1806 plf Dead Load, WOL = 64 pif Live Load, WLL = 0 pif Snow Load, wsi. = 100 pif P1 = P2 = P3 = P4 = P5 = f1 = 0.5 f2 = 0.2 job no. Vert. rebar size (#) ....spacing ....no. bars/spacing 5 32 in (8,16,24,32,40 or48) 1 (1 or 2) Horiz. rebar size (#) 5 (4,5, or 6) ....spacing 48 in (8,16,24,32,40 or 48) ....no. bars/spacing 2 (1 or 2) Wall Weight = 84 psf Equiv. Solid Thick. = 7.625 in Note: AU Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live fi Seismic 0 kips @ 0 0 0.2 0 0.5 0 @ 32 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 DL4 = 0 kips @ 0 ft Maximum Out -of Plane Vertical Steel Ratio = Maximum In -Plane Vertical Steel Ratio = As Actual = Shear: IIIBoundary Element Check (ACI 3.3.6.6): Not Required Vu = 19.5 kips (I)Vn = 42.95 kips OK CVs = 42.95 kips OK 0.295 in`/ft ft ft ft ft ft OK V corresponding to 1.25"Mn = OK 0.49 int/ft OK 0.115 in2/ft P min and Spacing Pvert Phorz (min)OK Pvert (min) OK Phorz (min) OK Requirements Smax (vert) OK Smax (Hoa) 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 Width of Footing, W Thickness of Footing, t Depth below grade, D Area, A Section Modulus, S Footing Loads Gravity Seismic Pself mrden Pc, PL Ptotal Mu vu Bearing Stress (allowable) Pd + PI Footing size: Pd + PI + EQ e=M/P= qmax' = Footing size: 16,00 ft 5.00ft 30 in 1.00 ft 80.0 ft2 213 ft3 30 k 9k 23 k 1.2 k 63 4850 k -in 47 3 k 0.8 ksf 4.6 ft 2.46 ksf 1/3 increase = 3333 psf L Components Allowable PC) + Pt. = 0.9 Pc, = Ms = 63.0 k 55.6 k 289 k -ft 111 -1=-111 D B B/e= 3.5 ok qmin' = partial uplift ksf Pressure Distribution, a = 10.3 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e = M / P = 5.2 ft qmax' = 2.64 ksf B / e = 3.1 ok qmin' = partial uplift ksf Footing size: ,,. Pressure Distribution, a = 8.4 ft Resistance to Sliding (allowable) - At this time p, is not removed from seismic loads. Lateral Force Lateral Load = 34 k Resistance due to: Soil Friction, 0.9 Pd p = 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 e < > a • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Miscellaneous COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 614.7/0/4/0 4,ND GeADS' 11910 c- 4/4 1 '4T = 1v S= see 5, 4Ce = -/'r acni = 27045 psc 7»'J --- - OP- 62-9-.1vo/Alic, p i ST W :1,41/ O vp 4-1FY- �(fAN yy► 7441 /3� A7 clr -/•b &1 eel _ o./oe 166$- b.6oc 4- ta4)1. fsk d Is Project No. Client: Designed By: L Date: Checked By: Sheet /// of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 121 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING in).exu r64 _ /%f� � PAntnAcms 5iitag ofus G77I Vd�) d v -c 6�s w.b I9 t -met rite - 5,8 13P 24' i Vett► plc- 2- 7- Sw S s Z 1 5.3 z �c LS' 2' L- b )2 - 7- 1C S►welt-- 2 2.3r u ztPlf. �+.sr y, 62 k sv- STnAjr 20 F* -( 5b � 1� ct: G 6�? 4` Project No. Designed By: G7L Date: Client: Checked By: 7/`O Sheet of 413 PINE STREET SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /28 • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC,ENGINEERING tdr- \I; Qb�, gtO4 4 fb) W W G z 2004. COLIGHLINPO 'sot J T (,k1 f' I 2,1 kip ,p 3 • f7.7k4� 5.51 Project: k(4q n of e, Project No. Client: Designed By: 1L. 1. j0 Checked By: Sheet of Date: 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" 2t' El All Dimensions are Horizontal; Drawing is Conceptual Design oCal 1ltovued' Member Reaction (lbs) 1186 @ 2 1/2" 1202 Passed (99%) 1.00 Shear (lbs) 1168 @ 3 1/2" 2190 Passed (53%) 1.00 Moment (Ft -lbs) 7106 @ 12' 3 1/2" 8405 Passed (85%) 1.00 Live Load Defl. (in) 0.593 @ 12' 3 1/2" 0.806 Passed (L/489) Total Load Defl. (in) 0.865 @ 12' 3 1/2" 1.208 Passed (U335) TJ -Pro Rating 38 35 Passed El 0 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 5" 16" TJI® 210 TJI® 230 TJI® 360 1 TJI® 560 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 Job Notes Eric Lentz Coughlin Porter Lundeen (206) 343-0460 enol oplinc corn 1.58 1/17/2011 11:32:32 AM iLevel(1 Forte R1 v1.3, Design Engine V4 13112 Page 1of1 W 1,2 2 0 u u �f5ject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING :rJr�ST £ASE Q r O PL'9' ,V/ r L c7)42 a S -727 rpra � CL v9 2fv c �' a (5 ,P s GJo-rLsr CAs6 HE4OC12 n y '-/i no 7rP 7120 "4' a IF /fir net = a.a 7 AA- Ft- = d7.ayk.y � x3 ,.� `1 e?) - .AC,,l�. (/)' boo r' -'t 4101 s 20.314.-h V'1 /644-..- 5.1.1 8 ` D /%- to i k -Pt--' k C)) TR.0 IC 11/0145-r c4sE v-ollt5 4'o s/3 --ry acs -1-82-4 6 -4-/ (2) M^= >>3k-=•40-- 1°PIS Vct = i.63 lc Z.U4swnk (2) sni n/69 O (4gRE.17i n o, 5 )t IG?./aek ,a..1 Mat = • ►. / vs 1.1j 1.1j= - 4.0-z m N Cj) Jn rtvi*'n Project No. Client: Designed By: Checked By: Date: 0-41 t Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 13( COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: Checked By: Date: ' iZrZli I of 132- Checked 3Z Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING jnr %v2MA"/ ?4NeL Thv/v &vo i cotovE en•Ni ►cit /=ovA,©#hon, (JAI t1..J4 P-?- 5-S" otAy o P rv, 3 : i�')C �� 1)(i3,9) y- ? k G✓4u COUGHLIN 04 6 P- I + 6M t vO1 wf (4/ o q k )( y!) = /• oa k stern C�vh _. 7S (/ t/si c(.4(/2 -P6) ---t 3g+i k Olt 0 c•5 kb :a)' Vg_k plat /-e.: �-� = ( 1) 60. 6)C .14(45) (0 647.6 k ct: (n vir bah l iG - Project No. Designed By: i 'T1' Date: %7S `/ / Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 133 W W Oct: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING IN Tr2(4,/ 7? 4Mvc- r — va ,-7778 A/ Co c/#/ . PaaAle4-7) A/ CcAIAJ:, QE 3/ - Y k � • 3 = aW. a k ,p 'P P/K FD/`/ CoA/A) 1' ?31 1 a-‘ -r/c ae.k �E - �t(.r Ca -r) =90k )4 -5 y \-Za vL,,, (4 k GLH. v- too kip 6/443E0= r.,)s P >s c7?o N feyudlze DFS -c, Project No. Client: Designed By: Date: Checked By: Sheet /7.--c/(( of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 Project No. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /A/rNrs 1/4-64// pin/ - ra - n9'v51_.�_ ./Wfie.. npAI P0! To GoA/N if ✓i l!! .lO4P 0©I=' LOA A : (!)(/(f'J((oo, -p) C 69042o e(4) (oce(cPtF) 2.y 1c %mak � /6•Z%�Z�a„�, i es. 1 ,=-- / G Dom•. r P %.`` C_cz')C `)&' = 3 Lt 5 k- GO4/4/ Coe 4-e-/ - 6 / N Y'fsyr 113” i/ rip l6 a'�Qf vdgt,11q13Le OoviEih H11 Designed By: eVi_ Date: 11 VS itt Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 X35 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING In lir ori, 6fisar 7'49/ Mt 1f EA4/i 71171t4 L co NN. S _ opsg S t_ ----- W1,0 my -'-- "L_ = Zo$ /44. = /011p114- /v10= oypl�t1G= /•3k--p- �,= 1/4 - o Sk Vof Xrerf = 1-01,ely -C11--\9?- --1-° 5P t-a�t1r )L 019 n \ •ion Project No. "Po Zoortt S 1, v Soot LivIAL (lc') 00) (b)(�) = -10o rc� I►1 wz Soo # -Ft Client: ,s$ &)' x'31(6 11"9---- f 5-6 k to,Sln`� 5.2 k Designed By: Mr- Date: Checked By: Sheet `,out i 7'1011 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /3(P COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1§)krl46IS h cpy Vesyyl hifc.6 01 :No 11,4 ?ae7.5 i14 CIMS- `off (-)6)(t. )(4.1).. et . 4 qy 6271 ic6 0-e='3 ti_._ --ie.. 3/61r ?L r I..' 4 a o i> /41 le / e4 , 54e de odors toc U,t 7-0 devo 0.9 ( vir)>:-.tz..(t))) w''= t.6Z Q (..49 Y b OOP:, 7 14Up /P 1. -of sc- Liµ= 2Z,ceLF Nt,_= S•(.( ‘e--ft =a-lo3� LI Om -1;,r.J 3 .h" ect: Project No. Client: Designed By: Date: 3 1 bi Checked By: Sheet / of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /37 30 25 20 15. 10 • Anchoring to Concrete: Shear (ACI 318-08 Appendix D) General Anchor Typo 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 (3.8.1.3) Edge Reinforcing of e4 or greater 3 in 1.04 kips 1,0 Stud Diameter, d, = Embedment h. = Number of Anchors. n = Concrete 85 ksi 3/4 in B in 4 rc = 4000 psi Member Thickness. h = 8 in Front edge distance. C., = 6 in Side edge distance. C., = 100 in Group spacing parallel to loaded edge. S, = 6 in Group sparing parallel to side edge, 51= 8 in Steel Shear Strength: (0.8.1) e= Ase n•0.6•A..'F,., or n•/S,•te = V.= 10.75r0/.. 0.85 (ductile steel element assumed) 0.442 in^2 114.88 kips (0-18/20) 74.881 kips Concrete Breakout Strength Towards Loaded Edge - Back Row: (D.82) e= 0.70 (D.4.4) 4.5•C.,^2=A,m= 6481n^2 (0-23) A = 338 en eccentricity factor, 'Psnv = edge distance factor. cracked concrete factor, 'F = member thickness factor. 1 v = Anchor bearing length. 1 _ (8 or 7)•(Udo)^0.2'sgn(derc)•c1^1.5 = V. _ AdAm^Ys.v^Yrv^pav^Yn,vV, = Vas = (0.75)6e1/m. = (0.75)vVm /(Omega Factor) = Controlling eN.y = ( 0.88 (0-26) 1.00 (0-2728) 1.2 (08.2.7) 1.5 (0-28) 8.0 in (D.6.2.2) 27.81 Ides (D-2425) 22.09 kips (0-22) 15.46 kips 15.48 kips kips 15.481 Concrete Breakout Strength Towards Side Edge - Front Row: (D 6 2) = eccentricity factor.'I'. v = edge distance factor. Wry = cracked cornetts factor.'1'.v = member thickness factor. 'I'^v = Anchor bearing length, I, _ (8 or 7)•(Udo)^0.2•sgn(do•rcrc1^1.5 = V. = 2'A; A,."Y�.v"Pr v"Pcv"I'nv'Ve = yns = (0.75)•/ V46= (0.75)•e•Vw./(Omega Factor) = Controlling eel.. = Anchor Pryout Strength: (D.6.3) 0.70 (D.4.4) 45000 in^2 (D-23) 1298 in^2 0.98 (0-28) 1.00 (0.6.2.1.) 1.2 (08.2.7) 4.3 (D-29) 6.0 in (D.6.2.2) 664.15 kips (0-24/25) 194.88 kips (D-22) 138.42 kips 136.42 kips kips 138.421 = k.= N=.= lb•1J.M = V..e = (0.75)601/. _ (0.75)•e'VJ(Omega Factor). Controlling e•V,. = 0.70 (D.4.4) 2.0 31.23 kips (0-5) 62.48 kips (0-30) 43.72 kips 43.72 kips kips 43.72) Shear Capacity Front Row (50% load) eV. • NA kips 0.5 V 1 eV,.NA Tension Capacity YN. • N. / e•N, • Interaction Check 21.88 kips 0.05 DCR.( 0.07M 0 • • 0 20 40 60 Loaded Edge 80 100 120 Concrete Breakout Strength Toward. Loaded Edge - Front Row: (0.8.2) 0.70 (0.4.4) 4.5•C„^2 = Aw = 182 In^2 (0-23) A,= 192 in^2 eccentricity factor, Y'wv = 0.75 edge distance factor, 4'ry = 1.00 cracked concrete factor, q',,v = 1.2 member thickness factor. y'nv = Anchor bearing length, I. _ 7'(Odo)0z•sgd(do•rc)•c1M.5 = Vv = A./A..N'.,vT.o.-T.N. F,.=.vv = Vas = (0.75)TV„.. _ (0,75)•+ V.y/(Omega Factor) = Controlling eV... a Shear Capacity Back Row or Parallel (10004 load) eV. • Vw / eV. - 1.1 6.0 in 8.54 kips 0.88 kips 6.76 kips 6.76 kips kips 8.761 (0-28) (0-27/28) (06.2.7) (0-29) (0.6.2.2) (0-24125) (D-22) Controlling Shear DCR 15.48 kips vv,/eV„ Max .) 0.071 0.07 /38 • • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING %ttiAtzu i1N OrfileE tO PL/f 54SE S /It" /34-5 V * re cwt. -1,14.c ca1Gi.3leges 32 - aLt f>1v sct styli (t. we `ti4'c4ye 5Mcfer r ro3 f 4,172 ete.0 t Sf + Ib.0 _ tty /..9 ; 0 -al? (1‘13) = 35 V 350 KIPS. BvrLDirLJ4- Sh lr qP 1 33 1 7O4. * // t GS ©- 21 .q- v = ©•tl -CgBT) - /06 IC dot GJ' 4dS (-1) c. 417-6 k,ps Gs U )`•-)G . ; 'c;e V-g...stV �d t /c -f 1 u? t.L f ra z74 kips c -= o- /7 3 0.1 27.4.) 7q xip 5 1•17en., YL -fav A -N oFFIG.t.; Project No. Designed By: CT -L, Date: 5 /2Lt 1 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 /co/4/6 Az Q /)/l E ?.N/4 Je LAAO 7?2.4t E/5" i c Af� r sem' 44Eva4A/iti t Ditr 4MS : tlp Z— v= ►o. ,,_.. 61,C •Zt. o, 1 ,�;jl IdTSpif ? lam"- P,4rhr41 V= �. o VC. g, 23 ME. Z94 t' \Zd �-u t4ielsve.,1... h1 t P 4‘.0 - 3 ct: N .Lvvt-ri Pt-nf CZ. Designed By: V"ga_., Date: 5 1-7-41 1 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 S COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 411) $UIDI4/4- 4 -P4' J EL Co WN r t n v N Coo O S __r1_ 2. S W 0 z 2 C iL Q eC a Z J S u 2 0 u S N 1. U �et: Soy N► Q -1l Gocsk N N ash -r N 42.-rw ?a3 - '21- r e a Qx : =IC- 'Cv '17 ...".17 '.....11.- —Ow eter i k -0-1---r l tea qc ti+ EA5r 1j — P3 0 7J 32` /3 ) v.r4416 Zzi{�3z1}1L ZIP ✓P '1829k V 1"/ F(® klpS Tic. = 23 k't t = L3 /t_ 11.5 .‘Ps Designed By: Date: Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING • W W 0 z J C F 0 2 a z J x o 0 0 u d 0 ., 1. U�,. 0ect: Evia)/'US ,,fir C e /Ec, Cc/VNECncz,,(2 ?424PS ..R Cis.= __ /7-5A 30► t •'t V G_ 3Z �Y s Vp�37-/z tees Designed By: Date: Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 ERLUNDE 2004, COUGHLINPO COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING �A Nrei . Goti9 N E c-- eAl /y1gX bls.4jic 14,4a Pt9 1.1 t:vtmoo-«. et;r e. i,.t.YGocte ! e a,,/i K 1oa6 C 4 IBJ a OF IC‘Ar,.. t:S) > VLA ✓ s� = 3z �Q if-,ps TLS \.f7'Sb `p4 0P12,‘":- \.bSG, i_4)C �7 6eVe(cafs ef-f to- "ipdt!5 devetofecl ST0,0 S _ (pavf � -r 0. i5(a• bs)( 60) = 39 .' issL, sect: Ore -44h Of#7 Project No. Designed By: ten, Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING P44/02- ,.tion (ootlp p q6 p '$ " >� . ZS(s)(36) = vf-AC /S LI: 7-s k It fill =7 V/G" S itlw yet it p.`% (i) b,Hy [Gp) •SL`s AT F0o11oJS '9)66 5(ii)/ e.-3')lGa z p(3/e) (1) (7C1 DGvc(of b r 2q" -t ‘1 'd3 k., ° 2 /,G �7 Project No. Designed By: Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Ti eat- to "V, (p vriA/1/ 91.1-f IT Ay LI- S s AT Fo077615 el PA = D'("3//)(?) `-76 �y 5/0( 7)00 .x 71/.5 /c I -SSS � L1a k p ctKs/13.5ic/rh Project No. Client: 65 k p 5/0 it r.✓t/ct 3/pr e" /d a -7( 3,(6) (f&)(3e) 0,?( )y'i) (Go) i%3 k,r- 1.557 Designed By: erL., Date: 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 w4st SEA. L" -4T o ►`I 1I Go4....Ors..►.3S (4/<t5±. Timms 1-i > a < 6+ t3Iscs<3i -pts s p �3 Cwt t.S 1''l TO444 P2 Z•5 (11 IC 25" 21 )L Zvo A�f� f 10 sot e vast. / 'P2./ i 0 z 0 Z z 0 0 'rfe t: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING WALL ScgcQT'S/ co (A)411-3 S to Nil% �%-• - �-' Y Air -r /�1 er K G — — 'tK , - c' = (t) Z O 21.- t v% M@r �_- 2" t$v�,= 0. (o•Zz)(6Wzi) 3.fir� U3 SS. K ► s i -� ✓ svm-,h G,.ot 6A OV 'tot bw 1 ‘°- 0-S6 is,1-2"17. iiN r V,4 ) .4> e• -'t Designed By: L Date: 506(1 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 • • grdi TECHNICAL 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 load design values were based on a simple empirical equation. The empirical equation predicted the design load of a single -nail connection and was defined as the load at which point the fastener deformation (joint slip) was 0.015 inch. According to the Wood Handbook2, the empirical equation was intended to apply to connections in which the thickness of the side member was at least half the penetration of the nail in the main member. In many cases, a joint which contains wood structural panels may have a side member that is Tess than was assumed when the original empirical equation was developed. According to the Wood Handbook, the recommended minimum penetration was implemented "to maintain a sufficient ratio between ultimate load and the Toad 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.orq © 2007 APA — The Engineered Wood Association StO • Form No. TT -045B Page 2 of 4 October 2007 The 1991 NDS made significant changes to the method by which connections are designed. These changes were based on work conducted by the U.S. Forest Products Laboratory. 3'4 New equations were introduced which accounted for the bearing strength of the side and main member, and the yield strength of the nail. Another significant change was that the minimum penetration was slightly increased to 12 nail diameters (12 x D) regardless of the species of lumber. The 12 x D minimum penetration was implemented as a conservative simplified approach (the previous version of the NDS had various minimum penetration depths for different lumber species). Unfortunately, the change caused a conflict with the minimum penetration (11 x D) specified in the shear wall and diaphragm tables. The 1997 version of the NDS made no further changes to the method used for connection design. For nailed connections, four yield modes were checked. The design value for a single nail is based on the minimum of the four yield modes. If the penetration is less than 12 x D, but greater than 6 x D, then a depth of penetration factor, Cd, was used. The 2005 NDS included slight changes to calculations so that all six yield mode equations are used and the depth -of -penetration factor is removed. The reason for no longer using the depth -of -penetration factor is that the dowel bearing length of the member receiving the nail is accounted for in the yield equations. It should also be noted that Tables 11Q and R of the NDS footnote that 10D penetration is required. NDS, however, does not require this provision and the table footnote appears to be provided for conservatism. For consistency, the 2005 NDS yield equations (as found in the provisions, not the tabulated values) are used in this analysis. 2005 NDS Analysis In order to evaluate the effect of penetration on lateral connection strength for a variety of conditions, calculations using the 2005 NDS yield equations were performed for two different nail sizes, 8d and 10d common, and four different typical combinations of species, or equivalent specific gravity (SG), as follows: • Framing SG = 0.5 with wood structural panel (plywood or OSB) SG = 0.5 • Framing SG = 0.5 with wood structural panel (plywood or OSB) SG = 0.42 • Framing SG = 0.42 with wood structural panel (plywood or OSB) SG = 0.5 • Framing SG = 0.42 with wood structural panel (plywood or OSB) SG = 0.42 Framing is the main member and the wood structural panel is the side member. © 2007 APA — The Engineered Wood Association s1 1 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 - . • . 888• o e e A 0 0 0 0 0 —0-- 15/32 -inch side — 0— 23/32 -inch side — e--1-1/8-inch side - - - 6D cutoff 0 1 1 1 11 I 1 1 1 1 1 1 1 1 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 S12 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 (inn) ss Min. fastener penetration for specific gravity = 0.42 to 0.5a -- 48 oc 1.125 1.2 - 32 oc 0.875 1.2 0.148 (10d 48/24 24 oc 0.719 1.1 common') 40/20 32/16 16 oc, 20 oc - 0.594 0.469 1.1 1.0 24/16 - 0.437 1.0 24/0 - 0.375 1.0 - 48 oc 1.125 1.1 -- 32 oc 0.875 1.1 0.131 (8d b 48/24 40/20 24 oc 16 oc, 20 oc 0.719 0.594 1.0 1.0 common) 32/16 - 0.469 1.0 24/16 -- 0.437 1.0 24/0 -- 0.375 1.0 (a ' Four specific gravity combinations for both main member (framing) and side member (plywood or OSB) of 0.5 and 0.42 were considered. These were 1) 0.5 side, 2) 0.5 main with 0.42 side, 3) 0.42 main with 0.5 side, and 4) 0.42 main with 0.42 side. (b) Fyb = 90,000 psi for 10d common, Fyb = 100,000 psi for 8d common. Summary and Conclusion Based on the 2005 NDS yield equations, it can be shown where small penetrations start to have an effect on lateral connection strength. Table 1 shows what minimum penetration is necessary to develop the full lateral connection strength for common nailed wood structural panel -to -framing applications. Technical Services Division DISCLAIMER The information contained herein is based on APA - The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. American Forest & Paper Association. 2005. National Design Specification for Wood Construction. AF&PA. Washington, D.C. 2Wood Handbook: Wood as an Engineering Material. 1987. Agricultural Handbook 72. U.S. Department of Agriculture. Washington, DC. 3Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 469. USDA Forest Service, Forest Products Laboratory. Madison, WI. 4Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 470. USDA Forest Service, Forest Products Laboratory. Madison, WI. © 2007 APA - The Engineered Wood Association St3 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.: t1/11172.431 Tenant: INTERURBAN OFFICE BUILDING D Building Address: 14520 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: 42 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. 7/ //� BU 'NG 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, fdd Rachelle Ripley 1 Permit Technician File: Permit No. D11-061, D11-242, D11-243, & D11-244 W::\Permit Cente,\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 52° 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 #D 11-244 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 # Current Expiration Date: Extension Request: lApprovedfor /r() days ❑ Denied (provide explanation) Sincerely, LotAJL..- sttA (2--C i Signature/Initials frk Sanft B Properties. RECEIVED MAR 0 2 2016 COMMUNITY DEVL LOPIU1- NT 2/2/2016 • • City of Tukwila Department of Community Development LOUIE SANFT 6120 52 AVENUE S SEATTLE, WA 98118 RE: Permit No. DI 1-243 INTERURBAN OFFICE BUILDING D 14520 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, ikiiPermit Technician W )94 RachelleRi le p Y File No: D11-243 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 8/6/2015 • • City of Tukwila Department of Community Development LOUIE SANFT 6120 52 AVENUE S SEATTLE, WA 98118 RE: Permit No. D11-243 INTERURBAN OFFICE BUILDING D 14520 INTERURBAN AV S Dear Permit Holder: Jim Haggerton, 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 9/27/2015. 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 9/27/2015, 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, 7Lb1 Bill Rambo Permit Technician File No: D11-243 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 I City of Tukwila 6300 Southcenter BLVD, Suite 100 I Tukwila, WA 98188 T: 206/431-3675 I F: 206/431-3665 Jerry.Hight@TukwilaWA.gov 1 http://www.TukwilaWA.gov The City of opportunity, the community of choice. 1 • Jennifer Marshall From: Louie Sanft <louie.sanft@att.net> Sent: Friday, June 13, 2014 1:10 PM To: Jennifer Marshall Cc: Louie Sanft; Tom Jordan Subject: Re: Interurban Office Buildings A thru E Hi Jennifer, please proceed with changing the point of contact to Louie Sanft A 86 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 • , City of Tukwila Department of Community Development TOM JORDAN 1411 FOURTH AVE #1306 SEATTLE, WA 98101 RE: Application No. D11-243 INTERURBAN OFFICE BUILDING D 14520 INTERURBAN AVE S Dear TOM JORDAN: Jim Haggerton, Mayor Jack Pace, Director Permit application D11-243 for the work proposed at INTERURBAN OFFICE BUILDING D (14520 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, t i A/VW? �ennif r Marshall ermi Technician File Nv: D11-243 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 29, 2013 Louie Sanft A & B Properties 6120 52 Ave S Seattle, WA 98118 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #10 (Bldgs A & B) Request for Application Extensions #7 (Bldgs C, D, & E) Dear Mr. Sanft, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Interim Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates through June 30, 2014. Please note that this is the final extension to be granted on the application. Per the Interim Building Official any applications which have not been issued by this date will be expired and new applications, plans, reviews (under current adopted codes), and fees will be required. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Mars all echn. ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:\Permit Cente,\Extension Letters\Appiications\2011\D11-060Appiication Extension #10.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 f4 • i Bill Rambo From: Louie Sanft <louie.sanft@att.net> Sent: Monday, December 23, 2013 2:11 PM To: Bill Rambo Cc: Louie Sanft Subject: Tukwila Building Permit Extention Request TO : City of Tukwila - Dept of Community Development 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 Attn : Bill Rambo RE : Interurban Office/Warehouse Buildings A - E Building A - Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Dear Bill Rambo - Permit Technician, DATE : December 23, 2013 We received your letters from the City of Tukwila Department of Community Development informing us that the above permits will expire on December 30, 2013. Due to the weather conditions and waiting for a final proposal from PSE regarding the underground power line, we are now planning for construction of the buildings to begin at the beginning of May 2014. As you may be aware, the pre -load of the site has been completed as well as the underground storm water along Interurban Avenue. JR Abbott Construction will be our general contractor for this project. We are requesting an extention of the above permits. It would be appreciated if you could assist in extending the above permits an additional 180 days. Let me know if you have any questions. Thank you, Louie Sanft A & B Properties 6120 52nd Avenue South Seattle, WA. 98118 DirPH# 206-930-9324 206-930-9324 louie.sanfta)att.net RECEIVED CITVOPTURINIut IttEC232013 PaRM TC R r / /49-4- , x,—� S; a of 6(z,4 J (oo 'To 7.3 D/20 iq f c TS ti,) oT S116 -err. -r ) 13‘-) P I i 01\ -VV •1a t3= f -€) WO- 1 �� (212,71$ 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 #D1 1-242 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.sanftatt.net 1 DECEIVED OIIV OF TLI3(WILA IDEC 232013 ciaRMPT CSR 11-01-2013 • City of Tukwila • Jirn Haggerton, ./vfayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE, WA 98101 RE: Permit Application No. D11-243 INTERURBAN OFFICE BUILDING D 14520 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. D11-243 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone 206-431-:670 • 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. File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:\Permit Center\Extension LettersWpplications\2011\D11-244 Application Extension #6.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • A&B Properties Commercial—Industrial—Office—Warehouse 6120 52nd Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Bob Benedicto — Operations RE : Interurban Office/Warehouse Buildings A-E. Building A — Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Dear Mr. Benedicto, DATE : September 24, 2013 We received a letter from the Tukwila Building Department informing us that the permit applications above will expire on 10/1/13. This letter is to formally request an extension of the permit applications. We have been waiting for a proposal from Puget Sound Energy for installing the underground power at the site. PSE has been working on this for almost eight months. We are anxiously awaiting receipt of their proposal because we cannot begin construction of the buildings until the power, phone and cable lines go underground. In addition, Century Link and Comcast's proposals are based on coordinating with PSE so they are also on hold till we receive the proposal from PSE. In addition, we are in the midst of completing a boundary line adjustment on the north side of the property due to a misunderstanding in regards of the binding site plan for this project. We are hoping the BLA will be completed soon. Otherwise, we have decided to move forward with JR Abbott Construction of Seattle to construct this project and we are moving forward with financing from Umpqua Bank. As a result of the PSE delay, we are requesting an extension of the permits for our Interurban Office/Warehouse project, buildings A — E. We would appreciate if you could assist us in extending the above permits an additional 180 days. Let me know if you have any questions. Sincerely, ` ' ` 4-ocktd Louie Sanft A & B Properties. i*4468 �/ZG`Zo! 3 09-03-2013 • City of Tukwila • Jim Ha` Berton, Mayor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-243 INTERURBAN OFFICE BUILDING D 14520 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. D11-243 6300 Southcenter Boulevard, Suite ii 100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fav 206-431-3665 June 3, 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 #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 D 11-060, D11-061, D11-242, D 11-243, 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, DI 1-243, & D11-244 W:IPermit CenterlExtension LetterslApplications120//ID//-060 Application Extension #8.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • A&B Pro Derties Commercial—Industrial—Office—Warehouse 6120 52nd Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Bob Benedicto — Operations RE : Interurban Office/Warehouse Buildings A-E. Building A — Permit #D11-060 Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Dear Mr. Benedicto, DATE : May 24, 2013 We received a letter from the Tukwila Building Department informing us that the permit applications above will expire on 6/3/13. This letter is to formally request an extension to the permit applications. We have currently received two bids for this project and plan on awarding the contract in the.next two weeks. Also, we are trying the finalize the financial agreement with our bank on this project and hope to have confirmation in the next couple weeks. In addition, we have paid Puget Sound Energy an engineering fee to complete their plans for placing the existing and future utilities underground, which may take another month. Finally, we just got done with the City of Tukwila negotiating an easement on part of this project. As a result of the above items, we are requesting an extension of the permits for our Interurban Office/Warehouse project, buildings A — E. An addition 120 days should be sufficient to award the contract for construction, complete our financing plan, come to contract with PSE on placing the utilities underground, and paying and initiating the permits with the City of Tukwila. Let me know if you have any questions. antheettiVid 614 44-C Wc3o/00/3 izo Sincerely, Louie Sanft A & 13 Properties. t4Q‘ 1°1,111 vkAlolot� �3 r, 05-01-2013 • City o, f 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. D11-243 INTERURBAN OFFICE BUILDING D 14520 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, e fifer Marshall e it Technician File: Permit File No. D11-243 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 95188 • Phone 206-431-3670 • Fax 206-431-3665 February 21, 2013 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #7 (Bldgs A & B) Request for Application Extensions #4 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through June 3, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, • Jenn fer Marshall Pe t Technician File: Permit No. DI 1-060, D11-061, DI 1-242, D11-243, & DI1-244 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 FU LLER SFAR5 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 a.K. qo Joie FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 OffVRECEIVED FEB .3 5; PERMIT CENTER • department=ofConmu.'rriyDevelopment 02-01-2013 TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-243 INTERURBAN OFFICE BUILDING D 14520 INTERURBAN AV S TUKW Dear Permit Applicant: Jrm Haggerton,..Mayor /arelgPcrce; I irectgr 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, Bill Rambo Permit Technician File: Permit File No. DI 1-243 ,0 Southcenter":$ evard" Suite'#100 • Tukwila A!ash'rngfon 9188:• Phone 206-:431 70' 206-431 3665 November 21, 2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #6 (Bldgs A & B) Request for Application Extensions #3 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through March 3, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, VIA shall ician File: Permit No. D11-060, D11-061, DI 1-242, D11-243, & D11-244 W:kPermit CenterlExtension LetterslApplications120111D11-060 Application Extension #6.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • fUIIER0SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 November 20, 2012 ant OF lA NOV 2 02012 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 qoctoizad 120/2o/z FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 bq 17_10'2,11, e>61- oik2,ll� 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. D11-243 INTERURBAN OFFICE BUILDING D 14520 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. Sincerely, Bill Rambo Permit Technician File: Permit File No. DI 1-243 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila 1 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 D 11-244. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 3, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, fer ars all it Te ian cy\RAk File: Permit No. DI 1-060, DI 1-061, D11-242, DI1-243, & 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 • FULiERSEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # 011-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # 011-243 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 /?,� 1 q/2�a/z FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 d14 *cY auI. ml� 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. D11-243 INTERURBAN OFFICE BUILDING D 14520 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, J nn er ars all Pe it Tec ian File: Permit File No. Dl 1-243 eth 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 3, 2012 111 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Louie Sanft 6120 — 52nd Avenue S Seattle, WA 98118 RE: Interurban Project Dear Mr. Sanft: This letter is a follow up to our meeting held on June 29, 2012 regarding the project status for your office/warehouse project on Interurban Avenue S. You had indicated that you will have a contractor on board within the next week or two and at that time you will want to pull the permit for the preload and associated storm utility work. You will need to schedule a pre -construction meeting with your contractor and city staff at the time this permit issued. You can coordinate that meeting with the Public Works department. The current status of the permits for buildings 'A', `B', 'C', 'D' and `E' are in "approved" status with an application expiration date of September 3, 2012. Once the preload has met the geotechnical report requirements, the permit can be issued for building 'A' (D11-060). This permit is not only for the construction of the warehouse building, but includes all of the site improvements. This permit will also require a pre -construction meeting with your contractor and city staff. Please coordinate this meeting with the city's building inspector at the time of permit issuance. Please see that attached explanation of land use permits and expiration dates. If you have any questions relating to the land use permits, please contact Jaimie Reavis at 206-431-3659 or by email at Jaimie.Reavis@tukwialwa.gov. Should you have any questions relating to the building permits, you can either contact me at 206-431-3672 or by email at Brenda.holt@tukwilawa.gov or Bob Benedicto at 206-431-3675 or my email at Bob.benedicto@tukwilawa.gov. Ir 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 03-01-2012 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. D11-243 INTERURBAN OFFICE BUILDING D 14520 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, , D 7-6t/VJ' Bill Rambo Permit Technician File: Permit File No. D11-243 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLEREJ SEARS � ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Interurban Office Buildings A- E Building A Permit # D11-060 Building B Permit# D11-061 Building C Permit # D11-242 Building D Permit # D11-243 Building E Permit # D11-244 February 28, 2012 Building Division Review: Buildings A, C & D drawings have been modified in response to the 2/9/2012 Tukwila's building division comment letters. In addition to the comments, there are changes to buildings B and E drawings. Building B and E changes reflect the same issues and modifications as buildings A, C & D. #1 The site plan (see sheets A1.0 for each building) has been revised to add a landscape area between the trash enclosure and building C. #2 Detail #11 sheet A9.1 has been revised. Sheet metal has been removed and the CMU block offset has been reduced to 1/2". Additional sheets have been provided for buildings B - E to reflect the same changes to the CMU offset detail. See sheets A 9.1 for each building. Fire Prevention Bureau Review: #1 See revised Civil drawings for the PIV connection locations (sheets C3.3, C4.1, C5.1). The new location next to the trash enclosure behind building C was worked out between the civil engineer and the fire reviewer. #2 A 4" fire supply line has been changed to a 6" line. Planning Division Review: #1 An archeological survey has been completed. Two copies are submitted for review. 011-1Xp0) 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 • 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 D11-243 Interurban Office Building D —14520 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 Planning Department. At this time the Building, Fire, and Public Works Department have no 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, encl File No. DI 1-243 W:\Permit Center\Correction Letters\2011\D11-243 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 DATE: APPLICANT: RE: ADDRESS: • • PLANNING DIVISION COMMENTS February 9, 2012 Tom Jordan, Fuller Sears Architects D11-243, Interurban Office Building D 14520 Interurban Ave S (parcels 3365901605, 3365901630) Please review the following comments listed below and submit your revisions accordingly. 1) An archaeological survey of the site shall be prepared for this project, submitted to the City of Tukwila, and reviewed by the State Department of Archaeology and Historic Preservation (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). Additionally, areas keyed M-1 on the west elevation of sheet A4.1 are areas approved as Hemlock Green (M-2) from the Design Review approval, including the pilaster in the middle of the building and the area of vertical corrugated metal on the right side the west elevation. The color of the vertical corrugated metal on the left side is not indicated, but should be keyed as M-1 (Terra Cotta). Corresponding elevations should be keyed: the vertical corrugated metal area on the south elevation should be keyed as M-2 and the vertical corrugated metal on the left side of the east elevation should be keyed as M-2. 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 section of vertical corrugated metal located on the pilaster in the middle of the west elevation has 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. • FULLERSEARS � 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 b am3 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED JAN 112012 PERMIT CENTER -a n Department of Community Development Jack Pace, Director • City of Tukwila • Jim Haggerton, Mayor December 14, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions 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, File: Permit No. D11-242, D11-243, and DI1-244 W:\Per nit 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 FULLERnSEARS • orlon 0.4046111. ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Building D Permit # D11-243 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 t3P oil n1 -ctV oiAlwliti O,K 44,,,Cat �l4 dor /Z/L/Zod/ FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVE[ DEC 09 2: ;1 PERMIT CENT& 12-01-2011 • 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. D11-243 INTERURBAN OFFICE BUILDING D 14520 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. Sincerely, Bill Rambo Permit Technician File: Permit File No. DI 1-243 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 D11-243 Interurban Office Building D —14520 Interurban Av S Dear Mr. Jordan, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Planning Departments. At this time the Fire and Public Works Department have no comments. Building Department: Dave Larson at 206 431-3678 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 (41 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. Sincerel , Bill Rambo Permit Technician encl File No. DI 1-061 W:\Pennit Center\Correction Letters \2011011-243 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: September 23, 2011 Project Name: Interurban Office Building D Permit #: D11-243 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. One page of the Washington State Energy Code Envelope Summary appears to have been left out of the packet. The page missing is the component performance section for walls, roofs and perimeter insulation. Please submit a complete Envelope summary. 3. 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. 4. 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. DATE: PROJECT: PERMIT NUMBERS: PLANNER: PLANNING DIVISION CORRECTIONS October 12, 2011 Interurban Office Buildings D D11-243 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 4th Av, Suite 1306 Seattle, WA 98101 RE: Incomplete Letter #1 Development Permit Application D11-243 Interurban Office Building D —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, Bill Rambo Permit Technician Enclosures File: D11-243 :JP W:\Permit Center\Incomplete Letters\2011\D11-243 Incomplete Ltr #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Reid iddleton ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERING June 4, 2015 File No. 262011.005/00620a 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 D (D11-243) — 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. 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. e 6'; Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer Enclosures cc: Tom Jordan, Fuller Sears (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) is\\26\planreview\tukwila\ 11 \t006r20a. doc\adf RECEIVED @ry nc r �rnnn� IJUN 052015 PERMIT CENTER 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 D11-243 - Revision 2 Interurban Office Bldg D —14520 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: D11-243 - Rev 2 W:\Permit Center\Structural Review \DI 1-243 Structural Review (Revision 2).doc Reid o� eton (gm L f vim' Uvl- STRUCTURAL PLANNING SURVEYING HNGINHHRIN February 27, 2015 File No. 262011.005/00620 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED COTY OF TLB WIL f .04 2015 PERMIT CENTER Subject: Building Permit Plan Review — First Submittal Interurban Office, Building D (D11-243) — 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 J2.3 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. 262011.005/00620 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 ,4Itv ob" 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\t006r20.doc\adf Reid iddleton ReidN W0 eton ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN November 4, 2011 File No. 262011.005/00602 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 D (D1.1--243) Dear Mr. Benedicto: /93 Erge Cfi V OF TUKWI A NOV 0 7 2011 PERMIT CENTER Eft 51J 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. 262011.005/00602 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. 262011.005/00602 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. FOA 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\p lanrevw\tukwi la\ 11 \t006r2.doc\prb Reid iddleton LQ COUGHLINPORTERLUN.DEEN October 14, 2011 .13Tom Jordan 2 Fuller Sears Architects 14114th Ave #1306 Seattle, WA 98101 RE: Building Permit Plan Review - First Submittal Interurban Office, Building D (D11-243) Dear Tom: lJ I u OCT 27'011 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 S3.9. Lateral 9. See added details 18/S5.6 and 7/S5.6. 10. See revised S2.1. 11. See revised detail 15/55.1. Weld revised to single side fillet. 12. The call -outs in S3.2 are correct. The void mark was removed from 13/53.4. 13. Verified (see additional calculation pages S8 -S9). 14. See revised detail 5/S3.4. Detail 8/S3.1 is a typical 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: 2061343.0460- F: 2061343-5691 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 i (D11-2414 14400 Interurban Avenue South U 3 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. Marc R. McGinnis, P.E. f°17/rt Principal cc: Fuller Sears Architects — Tom. Jordan via email GEOTECH CONSULTANTS, INC. Reid eton ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN September 8, 2011 File No. 262011.005/00601 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 D (D11-243) Dear Mr. Benedicto: fatjlIPAPIrtl 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. WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 Phone: 425 741-3800 Fax: 425 741-3900 ALASKA 4300 8 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. 262011.005/00601 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. 262011.005/00601 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. 262011.005/00601 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 S3.9, 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. The mezzanine framing plans, however (Sheet S2.1), do not specify blocked diaphragms. 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. 262011.005/00601 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 S3.9. 13. Based on our review, the wall segment between the doorways at Panel P-12, between the smaller doorway and the end of the wall at Panels P-1 and P-12, 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. —0/ Philip r il, 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 \t006r 1.doc\prb Reid iddleton • City of Tukwila 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 D11-243 Interurban Office Bldg D — 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, .e7:31dc .9 ---Q,./( Bill Rambo Permit Technician encl File: DI 1-243 W:\Petmit Center\Structural Review1D11-243 Structural Review.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 a � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-243 DATE: 01/21/15 • PROJECT NAME: INTERURBAN OFFICE BUILDING D SITE ADDRESS: 14520 INTERURBAN AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: }} Building IN BDivision I� Public Works Fire Prevention �tural n p Planning Division Permit Coordinator ill PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 01/27/15 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 02/24/15 Approved with Conditions n Denied (ie: Zoning Issues) 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 OPERMIT COORD COPYI PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-243 DATE: 04/17/2014 PROJECT NAME: INTERUBAN OFFICE BLDG D SITE ADDRESS: 14520 INTERURBAN AVE S Original Plan Submittal X Revision # 1 before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: /4 -'.r --c Ll uilding Division 9 Pbbltc Works Aim\ A)//4 A-wc Fire Prevention Planning Division Structural n ., Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 05/20/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 *PERMIT COORD COFO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-243 DATE: 02/29/12 PROJECT NAME: INTERURBAN OFFICE BUILDING D SITE ADDRESS: 14520 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 Fire Prevention Structural G 011, lc Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03/06/12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 04/03/12 Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-243 DATE: 01-11-12 PROJECT 'NAME: INTERURBAN OFFICE BUILDING D SITE ADDRESS: 14520 INTERURBAN AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPAR MENTS: ul ding Division II Public Works n Fire Prevention Structural n a ktie OCL ' ' I Planning Divisio Permit Coordinator II DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 01-12-12 Complete Incomplete ❑ Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Cl Fire 0 Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02-09-12 Approved n Approved with Conditions ❑ Not Approved (attach comments) Notation: " REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2-28-02 Bldg 0 Fire 0 Ping PW 0 Staff Initials: PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-243 DATE: 08-15-11 PROJECT NAME: INTERURBAN OFFICE BUILDING D SITE ADDRESS: i IIK? !INTERURBAN AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued D PA TMENTS: tvisi 0uildingn i»ublicl/Clorks `� AW\Pw fr 6S '0kt Fire Prevention 11111 Structural 1-19- 4,1i Planning tivision Permit Coordinator pi DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete r DUE DATE: 08-16-11 Not Applicable Permit Center Use, Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-13-11 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use,Only 10 l CORRECTION LETTER MAILED: ' l 7 Departments issued corrections: Bldg Fire 0 Ping' PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 PLA UTING SLIP ACTIVITY NUMBER: D11-243 DATE: 07-21-11. PROJECT NAME: INTERURBAN OFFICE BUILDING D SITE ADDRESS: 14440 INTERURBAN AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # , After Permit Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural 1' Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07-26-11 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: )-7— G LETTER OF COMPLETENESS MAI Departments determined incomplete: Bldg Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Approved with Conditions C DUE DATE: 08-23-11 Not Approved (attach comments) n 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 PROJECT NAME: - -il Pv'tJ�>rlo'✓� OC -4c0 PERMIT NO: Q.)1 I — a111 Nk l-11 3 SITE ADDRESS: it -iv -6 ,A, , 3 ORIGINAL ISSUE DATE: 10-3-141 REVISI ISI1'tl . I G REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 li-19— i L wW'L Q (o— it -6 c u 66,11-171-A is — e ivl {0-3') solo t Summary of Revision: e %- cy, .0 (..e V oLi- U7) g G -e Lef me›. -2-0t41 i Ile Received by:_01r` i `� REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI LS 2., l)-1-1 wW'L Q (o— it -6 c u 66,11-171-A is — _ Summary of Revision: solo t vn e v cl.rvL-for Cis r ,ma 'r-- S co,Ac rete- vi,► �- a rk.-'77-0/// ( 1 . - Received by': / 5� iq6/ ___ _ (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 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ( Plan Check/Permit Number: ,i)/(- 2 Z 3 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # '—Revision # 2-- after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: //L(� /AA a.�J (J � E- /btJ'te -7 cProject Address: � Contact Person: i /.$4 t t Summary of Revision: Phone Number: 2 tr 'Y?j " 5P CITY OF TUKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis on Received at the City of Tukwila Permit Center by: IN—Entered in TRAKiT on 1—)-11-15— 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. 1-)--)1-1)) Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # 2— Ker Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: IY a rba/v1 Project Address: / y' glila Contact Person: L e Summary of Revision: kv sD Phone Number: cw"-eJ22/ Arit4rrMiTt4A APR 17 2014 °'ERMIT CENTER rfirt.cfuvad — aXitess- c c C -OC 10( ot.e,Ye,ie 06_ cie ja,t4 (A& vyk.R_W;ct / Wa� kr u ceA , 20111tU0Ac k‘Da-f-r_d) Dv(1 47co'� ec-F c 1 & cthb 15 1' t eo(, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Per 't Cen r by: Entered in TRAKiT on DLA 1 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tulcwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: %/;, �1�Z Plan Check/Permit Number: D11-243 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner CISncTjKV LA F1 -"'2y2012 PERMIT CENTER Project Name: Interurban Office Building D Project Address: 14520 Interurban Av S Contact Person: �jYv.. (JpretAA.-- Phone Number: _p2.6 6$2._ 6/70 - Summary of Revision: $ 4.4:/4vt .d ree0=-v pe- Sp T1 V --DU 0 V V - I h -ctk-Mo (- (4 -L-clwa Sheet Number(s): g/. 01 nif, l 1 ,i; st . Z-, ,� �1 i l / "Cloud" or highlight all areas of revision Including date of revision Received at the City of Tukwila Permit Center by: J fV kEntered in Permits Plus on \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 SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: //61/7 Plan Check/Permit Number: D11-243 Response to Incomplete Letter # Response to Correction Letter # 1 n Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Office Building D Project Address: 14520 Interurban Av S Contact Person:-aj,li, J v--61444 Phone Number: (o 9 z_ - !70 Summary of Revision: 5 « ✓-�5 !�„ I,P l P r RORECEIVED E,� '1 1 LUIL! PERM C,EN n:�, Sheet Number(s): ,4- 0 • "Cloud" or highlight all areas of revision including date of revi,jon Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \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: / / Z'`/ Plan Check/Permit Number: D11-243 • 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 D Project Address: 14440 Interurban Av S Contact Person:41 J/'✓22/st rA- Phone Number: ,20 L 74.14/ 1 rn Summary of Revision: 2 LI fl4 / i 57 2 -id G 1--(.112,9"x- 6- t L G 14 L -v4-774 Ad RECEIVED AUG 15 2011 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision Received at the City of Tukwila Permit Center by: eEntered in Permits Plus on U" ts--N \applications\forms-applications on line\revision submittal Creatcd: 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: 14520 INTERURBAN AVE S Applicant: INTERURBAN OFFICE BUILDING D Permit Number: D11-243 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 10,919 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: 11140128 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $15012.50 $0.00 $0.00 TOTAL WATER FEES: $16137.50 J R ABBOTT CONSTRUCTIOTC Washington State Department of kjLabor & Industries • Page 1 of 4 J R ABBOTT CONSTRUCTION INC Owner or tradesperson FRASER, RICHARD H Principals FRASER, RICHARD H FRASER, GWEN F NELSON, RONALD A, PRESIDENT KLEIN, DOUGLAS J, PRESIDENT STRAND, TIMOTHY R, PRESIDENT SPRAGUE, ANDREW W, PRESIDENT ABBOTT, JOHN R, PRESIDENT STEDMAN, TROY L, PRESIDENT PRICE, MICHAEL W, PRESIDENT SHALLEY, BRANNON E, PRESIDENT NEWMAN, WENDY P, VICE PRESIDENT MCGOWAN, JOHN P, VICE PRESIDENT ABBOTT, DAWN E, SECRETARY SEAMNA, MARK C, SECRETARY ROBERTSON, ROBERT M, TREASURER Doing business as J R ABBOTT CONSTRUCTION INC WA UBI No. 600 479 123 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 Active. Meets current requirements. License specialties GENERAL License no. JRABBCI022JZ Effective — expiration 04/09/1998— 03/01/2016 Bond LIBERTY MUTUAL INS CO $12,000.00 httns://secure.lni.wa.aov/verifv/Detail.asnx?UBI=600479123&LIC=JRABBCI022JZ&SAW= 10/03/2014 GENERAL NOTES 1. Post building address sign on front of building as required by building official. Coordinate w/ architect. 2. Contractor is solely and completely responsible for conditions of the job site, including safety, protection 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 cR) SHEET # SEPARATE PERMIT REQUIRED FOR: ►a Mechanical Electrical Plumbing Gas Piping City of Tukwila BUII.IlNG 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 bythe client or clients consultants. The architect accepts h h t 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: Date: ABBREVIATIONS AC ADD ADD'N ABC AGG A/C AL ALT AB ABV ARCH ASP BSMT BM BEL B.M. BLKG BD BO BLDG CABT C.I.P. C.B. CLG CEM CG CL CER C.T. CHAN. CLR C.O. CLOS COL CONC CONN CONST CJ. CONT CONTR COR'G CTR CTSK CMU CMS D.P. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET. CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT • EXISTING FT FIN FIXT FL FLR F.D. FLUOR FTG FND FR FH C FV GA GI GL GD GYP GWB GRND HR HDN HDW HDWD HTR HT HP H.M. HORIZ HB HW IN ID INSUL INT INV JAN JT JST KP LAM LDG LAV LG LOC LT LWC LVR LOC MO MATL MFR MAX MCJ MECH MET MTL ML MID MIN MLDG MULL NG NOM N.I.C. FEET FINISH FIXTURE FLASHING FLOOR FLOOR DRAIN FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GAUGE GALVANIZED IRON GLASS GRADE GYPSUM GYPSUM WALL BOARD GROUND HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIBB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT 0/ OVER OBS OBSERVE OC ON CENTER OPG OPENING OA OVERALL OD OUTSIDE DIAMETER OFS OVER FLOW SCUPPER OFD 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/0 WITHOUT VICINITY MAP N.T.S. PROJECT ADDRESS SITE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City oTkwila BUILDIN (VISION 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ Building Identifier: Applicable Code: Site Area: .__.._._.r Zoning: Occupancy Groups (Future tenants): Mixed Use Class Construction: Height ... W Number of Stories Wind Exposure / Seismic Zone Proposed Building Uses/Exits Required D SBC 2009 Edition 3.3 ACRES CIL( PROJECT TEAM Owner: Architect: Civil Engineer: B Properties 6102 52ND AVE S Seattle, WA - 98118 !contact: Louie Sanft Louie.sanft@att.net._. Fuller/Sears Architects 1411 Fourth Avenuem, Suite 1306 !Seattle, WA 98101 206 682 6170 `contact: Tom Jordan . 1TJordan@fullersears.com ._ andscape Architect: [Barghausen Engineers ;18215 72nd Ave S !Kent, WA 98032 1425 251 6222 contact: Art Seidel Iaseidel a@barghausen,com Electrical Engineer: ;TBD ;Coughlin Porter Lundeen 1413 Pine St.#300 ;Seattle, WA 98101 :206 343 0460 (contact: Sean Robertson eanR@cplinc.com Structural Engineer: ;Coughlin Porter Lundeen :413 Pine St. #300 :Seattle, WA 98101 206 343 0460 contact: Tim Grant 1TirnG@cplinc.com SHEET INDEX ;Soils Report: !Geotech Consultants Inc. 113256 NE 20th St #16 1 Bellevue, WA 98005 1425 747 5618 contact Mark McGinnis ;COVER A0.1 'COVER SHEET, CODE DATA on Separated Uses Type VB SRINKLERED 32 ft +/- (highest Two ......._ see structural Are a Occ. Load Factor Occ. Load Exits required Exits Provided Tenant 1 - warehouse 3,417 500 7 1 2 Tenant 1 - main floor office 939 130 7 1 2 Tenant 1 - mezzanine office* 942 130 7 1 Tenant 2 - warehouse 3,740 500 7 1 2 Tenant 2 - main floor office 939 130 7 1 2 Tenant 2 - mezzanine office* 942 130 7 1 1 Mech / Elec '120 300 0 1 Building Total * 9,155 *mezzanines not included in building total area HEIGHT LIMITATIONS -TYPE VB (Per table 503) Base Height Total Height. FLOOR AREA IMITATIONS - TYPE VB (Per table 503) Base Area (F-1 Occupancy)* Area Increases due to sprinkler (300%) Area Increases due to frontage Total Area per floor * Allowable 40' Proposed 32' VICINITY PLAN, SHEET INDEX 'CIVIL ;(SEE BUILDING A DRAWINGS) ARCHITECTURAL A1.0 ;SITE PLAN 'A1.1 ,SITE DETAILS 1A2.1 ;FLOOR PLAN 1A2.2 WALL TYPES, DOOR SCHEDULE A2.3 1ROOF PLAN, ROOF DETAILS A4.0 BUILDING SECTIONS, RESTROOM PLAN ,A4.1 'EXTERIOR ELEVATIONS 1A4.2 FINISH SCHEDULE, WINDOW SCHEDULE A5.1 'WALL SECTIONS IA5.2f WALL SECTIONS l A5.3 ! WALL S ECTIONS YA9.0 .CANOPY PLANS, MISC. DETAILS ....... -r... e.-,.., o .........a...�.m.o.ow.mo.w-. ...... ...m«:<.. w, n ..........e+ on ..o:u.. 1A9 1 -MISC. DETAILS Allowable 9,000 SF 9,000 sf x 3 = 27,000 SF 4,500 SF 40,500 SF / story *Allowable floor area has been calculated to accommodate an F-1 occupancy = 38,250 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 Proposed 9,155 SF °STRUCTURAL .1 :GENERAL NOTES S1,2GENERAAAL NOTES S1.3 GENERAL NOTES .1 ;FOUNDATION PLAN 2 IROOF FRAMING PLAN ;53.1 ;TYPICAL CONCRETE DETAILS S3.2 =CONCRETE DETAILS S3.3 CONCRETE DETAILS 'S3.4 =PANEL DETAILS S3 9 ;BUILDING D PRECAST CONC. PANEL ELEVATIONS S4.1 'TYPICAL MASONRY DETAILS S5.1 'TYPICAL METAL DECK DETAILS `S5.2 'TYPICAL STEEL DETAILS S5.3 'STEEL DETAILS SS 4 'STEEL DETAILS S5.5 ;BRACED FRAME DETAILS S5.6 ,BRACED FRAME DETAILS ;CANOPY PLANS AND DETAILS 'SHEAR WALL SCHEDULE AND DETAILS .n+..nmve:. amm..m.m ......... ..:..y..a...e..-:.. .. ...a... .......�. ..i S6 2 STAIR PLANS & DETAILS =S7.1 'TYPICAL NON LOADING METAL STUD DETAILS S !LANDSCAPE !(SEE BUILDING A DRAWINGS) MECHANICAL =DESIGN BUILD Type VB 0 0 0 0 (Table 602) 0 0 0 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 E 1 1 W S: 6" METAL STUDS © 24" 0.C. W/R-21 BATT 1 1 These plans have been reviewed by the Public Works Department -forconformance via 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: DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 (BOTH VALUES FOR GLASS AND FRAME COMBINED) * 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 AS REQUIRED BY SECTION 1312.1 INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT 6 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a nsw p!an submittal erg a m:'j inn,de additional plan review fees. =PLUMBING ;DESIGN BUILD ELECTRICAL }DESIGN BUILD FIL COP? It No. Flan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is = owledged: City O?lUkwt e INC DIVISION 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 1S1 PERMIT # D11-243 PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 CA M CA 1 E s 1 3 Q VS bid &NA cs co Eal in CID gie Job Number. 1005 Date: MARCH 9, 2011 Principal in Charge: Project Manager: Drawn By. Steve Sears Tom Jordan Tom Jordan Sheet Title: CODE DATA PROJECT INFO © 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, 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 hack 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 # 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 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. CON T CONTR COR'G CTR CTSK CMU CMS D.P. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT EXISTING FT FI N FIXT FL FLR F.D. FLUOR FTG FND FR 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 LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT 0/ OBS OC OPG OA OD OFS OFD PARA PTD PG PR PNL PTN d PL PLBG PLYWD PT PSI PSF PC PL OVER OBSERVE ON CENTER OPENING OVERALL OUTSIDE DIAMETER OVER FLOW SCUPPER OVERFLOW DRAIN PARAPET PAINTED PAGE PAIR PANEL PARTITION PENNY PLATE PLUMBING PLYWOOD POINT POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRECAST PROPERTY LINE R RADIUS REG REGISTER REQ'D REQUIRED REV REVISION RD ROOF DRAIN 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. 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. PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 SEPARATE PERMIT REQUIRED FOR: ti Mechanical tgl Electrical Igf Plumbing 'Gas Piping City of Tukwila 'BUILDING DIVISIONv BUILDING CODE DATA PROJECT VALUE $ Building Identifier____..-.._.._.._.__._._-._.....____. Applicable Code: Site Area: Zoning: SBC 2009 Edition 3.3 ACRES C/LI B, S-1 Non Separated Uses Type VB 32 ft +/- (highest point) Two see structural _-_...__-.__._.-___---_ ._._-._-____-_. Occupancy Groups (Future tenants): Mixed Use Class Construction: SRINKLERED 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 3,417 500 7 1 2 Tenant 1 - main floor office 939 130 7 1 2 Tenant 1 - mezzanine office* 942 130 7 1 1 Tenant 2 - warehouse 3,740 500 7 1 2 Tenant 2 - main floor office 939 130 7 1 2 Tenant 2 - mezzanine office* 942 130 7 1 1 Mech / Elec 120 300 0 1 1 Building Total * 9,155 *mezzanines not included in buildingtotal HEIGHT LIMITATIONS -TYPE VB area (Per table 503) Allowable Proposed -..1 Base Height 40' Total Height 32' FLOOR AREA LIMITATIONS - TYPE VB Per table 503) Allowable Proposed Base Area (F-1 Occupancy)* 9,000 SF Area Increases due to sprinkler (300%) 9,000 sf x 3 = 27,000 SF Area Increases due to frontage 4,500 SF Total Area per floor * 40,500 SF / story 9,155 SF *Allowable floor area has been calculated to FIRE RESISTIVE REQUIREMENTS (Table accommodate an F-1 occupancy 601) = 38,250 sf hese plans h " orks Department ity standards: missions which dopted standards or The adequacy *esigrier. Ad'ailicns, I ravings after this ve been reg for cot Acceptance -do -not aufl Type VB Structural frame 0 Bearing walls - exterior 0 Bearing walls - interior 0 Nonbearing walls and partitions - exterior 0 (Table 602) or ordinal of the des Nonbearing walls and partitions - interior 0 Floor construction 0 deletions Roof construction 0 date will 1 ENERGY CODE INSULATION VALUES an w require ( PROJECT TEAM -Owner: A & B Properties 6102 52ND AVE S Landscape Architect: Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att.net Barghausen Engineers 18215 72nd Ave S Kent, WA 98032 425 251 6222 _........._.•---__-��- contact: Art seidel aseidel@barghausen.com 'Architect: Fuller/Sears Architects r..- 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Tom Jordan -11-Jordan@fullersears.com Electrical Engineer: TBD Civil Engineer: Coughlin Porter Lundeen 1413 Pine St.#300 Seattle, WA 98101 206 343 0460 contact: Sean Robertson SeanR@cplinc.com Mechanical Engineer: Structural Engineer: jCoughlin Porter Lundeen 413 Pine St. #300 Soils Report: Seattle, WA 98101 206 343 0460 contact: Tim Grant TimGRcplinc.com SHEET INDEX Geotech Consultants Inc. 13256 NE 20th St #16 Bellevue, WA 98005 425 747 5618 contact: Mark McGinnis REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of +u BUILDING D ISION COVER A0.1 COVER SHEET, CODE DATA VICINITY PLAN, SHEET INDEX A,1. o ,,. A1.1 A2.1 (SEE BUILDING A DRAWINGS) ARCHITECTURAL SITE PLAN,_...... SITE DETAILS FLOOR PLAN A2.2 WALL TYPES, DOOR SCHEDULE A2.3 ROOF PLAN, ROOF DETAILS S5.1 A4.0 BUILDING SECTIONS, RESTROOM PLAN. IS5.2 A4.1 EXTERIOR ELEVATIONS A4.2 FINISH SCHEDULE, WINDOW 'SCHEDULE A5.1 WALL SECTIONS A5.2 WALL SECTIONS A5.3 WALL SECTIONS CANOPY PLANS, MISC. DETAILS MISC. DETAILS 'STRUCTURAL 1S1.1 -GENERA-IL-NOTES • =S1.2 'GENERAL NOTES S1.3 FGENERAL NOTES S2.1 IFOUNDAtTaNPLAN S2.2 !ROOF FRAMING PLAN IS .1 TYPICAL CONCRETE DETAILS S3.2 CONCRETE DETAILS S3 rr3 I CONCRETE DETAILS 1S3.4 ;PANEL DETAILS 1S3.9 'BUILDING D PRECAST CONC. PANEL ELEVATIONS 3S4.1 3TYPICAL MASONRY DETAILS TYPICAL METAL DECK DETAILS ;TYPICAL STEEL DETAILS IS5.3 'STEEL DETAILS S5.4 STEEL DETAILS 1S5.5 'BRACED FRAME DETAILS S5.6 'BRACED FRAME DETAILS !S5.7 CANOPY PLANS AND DETAILS IS6.1 !SHEAR WALL SCHEDULE AND DETAILS IS6.2 !STAIR PLANS & DETAILS is IS7.1 TYPICAL NON LOADING -METAL STUD DETAILS LANDSCAPE • (SEE BUILDING A DRAWINGS) w CITY COMMENTS 1 w 0 07/19/2011 10/10/2011 0 W W CC., w f MECHANICAL DESIGN BUILD iewe 5y Ttlhe -Public form T:ce-it current is subject -to -errors -and orize ces. gn rc or re' he resp nsibilit _ - _ its totallly with the rst oons"trb `these Toid tb-is--,acceptance a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: INSULATION VALUES: ROOF: WALLS: VERTICAL GLASS & STOREFRONT DOORS: SKYLIGHTS: 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" 0.C. W/R-21 BATT CMU WALLS: 6" METAL STUD FURRED © 24" 0.C. W/R-21 BATT REVISIONS No changes shall bemade 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. DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =,49, SHGC =.40 (BOTH VALUES FOR GLASS AND FRAME COMBINED) * FRAME: ALUMNUM W/ THERMAL BREAK 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 NFR REQUI SEC INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT 312.1 PLUMBING COD DESIGN BUILD CORRECTION LTR# ELECTRICAL_ DESIGN BUILD It No. Ilan r' .flew appro kpoval of con thE, violation of of approved F BY Ca 14 CO CO CO VISA toe #a m and omIsslons. tits • .es not thcri:&e code . r ordi .. , ' ceipt edged: 4 ► ttf1.u* lbkgna BUI.4 NG DIWSIO THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY . FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY JAN 112012 KANT CENTER PERMIT # D11-243 Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn 8y, Tom Jordan Sheet Title: CODE DATA PROJECT INFO Sheet Number: qp 2010 FULLER -SEARS ARCHITECTS If this drawing is / / / / / / 1 21 om¢ / / / / t t 1 / 1 1 1 1 1 1 GRAVEL 1 1 1 1 1 \ 1 • 1 GRAVEL \ • \ 0", = C:/` 1 1 1 1 1 1 N. N. N. N. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION • 1 1 1 • •- • • • • ADJACENT BLDG -C7LI WZONNE 1 .12\J GRAVEL \ BUILD/Il "A" 34,712 Sim 1 (30,729 SF WAREHOUSE)— -- -_ (4x 938 SF OFFICE @ 1ST) (4x 941 SF OFFICE @ MEZZ.) (231 SF MECH / ELEC) *NOT INCLUDING MEZZ. 1 °V RFIv RAV AniiisFR/ VER • y RI INFz. TRASH/RECYCLING CALCULATIONS REQUIRED. WAREHOUSE. 56,990 SF @ 3.1000 ■ 171 SF OFFICE. 9,405 SF ® 2.1000 ■ 19 SF RETAIL. 2,342 SF @ 5.1000 ■ 12 SF 72,736 SF 202 SF PROVIDED. 5®112SFm560SF 1©83SF■83SF 643 SF `ANOSCApB• / ' C'v N '-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. ee 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') se NOT INCLUDING MECHANICAL ROOMS SITE AREA. 141,868 SF (3.3 ACRES) % 40' RIVER \\• , - : `—ENVIRONMENT /- -` `.` PICNIC TABLE AREA / ` 1D❑ TRASH/R E LOSURE TENANT "A-1" 10,847 SF * (FF 26.33') TENANT "A-2" 10,067 SF * (FF 26.33') TENANT "A-3" — — 8,018 SF * -3 (FF 26.33') TENANT "A- ' 5,555 SF * (FF 2 .33') • \ • ~ 1 FIRE HYDR ?s TRUNCATED DOMES PED CROSSINGS - TYP. , NEW )3' KEY STONE RETAINING WALL _____ EXISTING EDGE PROPOSED BIKE RACK RUNCATED DOMES AT PED CROSSINGS = fil'P-______-- RANiN. PARCEL LINE PROPERTY LINE 60' LOW IMPACT ENVIRONMENT ADJACENT BLDG C/LI ZONE 5. \ \ 1 \ 11 'A25 TRA w Z weNiz HC AT TYP. VAN HC gP n u (FF 26') 2,'44 SF * (1,975 SF RET'1 _ (469 SF RETAIL @ JEZZ.) (102 SF MECH / LEC) *NOT INCLUDING EZZ. TENANT "C-1" BIJILDING "C" (FF 24.40') 10,736 SF * (8,74 SF WAREHOUSE) (2x 9391SF OFFICE @ 1ST) (2x 942 15F OFFICE @ MEZZ.) (115 5F MECH / ELEC) *NOT OENCLUDING MEZZ. TENANT "C-2" (FF 24.40') C\OSURk 1 , 1 1 1 \ 1 1 \ 1 \ 1 \ / // / / t /200' SETBACK z BUILDING "B" 4,491 SF * o (3,432 SF WAREHOUSE) (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) (120 SF MECH / ELEC) *NOT INCLUDING MEZZ. (FF 24.13') LU 0 a LANDSCAPE 5'1-0" \ t 1/, LA` . CAPE 25 LANDSCAPE PROPOSED — �' 13IKE-RACK — 65' BUS LANDSCAPE & CIVIL SITE DRAWINGS PART OF BUILDING "A" PERMIT SET PERMIT #: D11-060. REFERENCE CIVIL DRAWINGS FOR ADDITIONAL SITE INFORMATION — 25 INTERURBAN AVENUE PROPOSED CITY STREET IMPROVEMENTS BY OTHERS PERMIT THIS BUILDING SITE PLAN 1"=30'-0" CITY PROPOSED BUS SHELTER BY OTHERS APPROVED JUN 03 2014 City of Tukwila PUBLIC Works SOUTH 147TH ST RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER U) w PERMIT SUBMITTAL. C4 0 (0 w cc w 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 r CO M C93 ffl 1 mi9 eg11.14° Wilda MIN 1. la CZ CC 403 CC M iliu cm Re I— Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drown By: Tom Jordan Sheet Ttle: SITE PLAN 2010 FULLEMEARS ARCHITECTS 1 INTERIOR 3x3 GALV T.S. FRAME, GRIND WELDS SMOOTH 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 1/2" DIAM. CANE BOLT AND HARDWARE, WELD TO F.0 FRAME AS INDICATED. INTERIOR GATE DETAILS EXTERIOR 8" CMU BLOCK WALL PAINTED GALV STEEL PLATE W/ NELSON STUD EMBEDS © (4) EA. JMB. BUSH HAMMER AS REQ'D 1/4" = 1'-0" SMOOTH SLOPED MORTAR CAP PAINTED 6"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 SEALANT AT JT AS REQ'D NO, 6 BAR 12" LONG EA. WAY FULLY WELD TO PIPE CD BOLLARD DETAIL 2'-0" 2'-0" i ECYCLE TRASH O 14'-0" TRASH ENCLOSURE 1/4" = 1'-0" 1 1/2 1/2" BULLNOSE SECTION 7 CONT. '#3 1'-3" i 10'-0" 51-4" i ALL DOORS 6" DIA. MTL BOLLARD PAINTED SAFETY YELLOW PAINT CURB ENDS YELLOW le ADD 2 - #3 BARS x 3'-0" AT EA. END OF CURB #5 BARS 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. r— PLAN fl — 4" THK SOLID CAP BLOCK BEVELED BOTH SIDES N u lo 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. ACCESSIBLE PARKING SIGN 6" 6" / / RESERVED PARKING CO SAFE—HIT FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOND TO CONCRETE WALKWAY OR ASPHALT SURFACE WITH EPDXY CEMENT LINE OF PAVING 5'-0" 1,-0» RESERVED MIN. PARKING D 1.60" 2.40" E .65" 1.50" co .45" .80" G N 1.40" r VAN ACCESSIBLE CO 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. 1 CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ OF 1'-6" STALL 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 FOUNDATION PER STRUCTURAL 31, ENCLOSURE ELEVATION � ACCESSIBLE PARKING SIGN � ACCESS. PARKING SYMBOL 1/2" = 1'-0" N.T.S. ��J N.T.S. TOP OF PAVING & RAMP WITH Y" LIP BEVELED © 45' AT ASPHALT. FLUSH © CONC. y 7'-6" 1:12 SLOPE PROVIDE TRUNCATED DOMES WIDTH OF RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 TOOLED JOINTS © 6" 0.C. 1'-O„ 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. CONCRETE WHEEL STOP8 CONCRETE BOLLARD 1" = 1'-0" NOTE: ARCHITECTURAL SITE DETAILS ARE EFRE\CI\G AREAS WITHI\ THE SITE. SEE CIVIL DRAWINGS FOR SIDEWAL< A\D CURS DETAILS AT SITE PERIMETER. N.T.S. SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANS1 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" PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANS1 A117.1 2003 CHAPTER 1/705.5 PER PLAN 0 cV ADA CURB/RAMP REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila BUILDING DIVISION PLAN DETAIL G j. ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE 10 TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS © 3/4" 0.C., 1" WIDE BAND PAINT TOP & FACE OF CURB WITH (2) COATS SLIP—RESISTANT TRAFFIC YELLOW ADA CURB/RAMP CURB Sc GUTTER CONDITION WHERE OCCURS 1/4" = 1'-0" ECEIVE JUL 212011 PE* ' T CENTER REMARKS PERMIT SUBMITTAL 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000g0 000000000000000000 000000 0000000000000000000 N. RAMP r CM ,llr 0 PER PLAN 0 cV ADA CURB/RAMP REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila BUILDING DIVISION PLAN DETAIL G j. ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE 10 TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS © 3/4" 0.C., 1" WIDE BAND PAINT TOP & FACE OF CURB WITH (2) COATS SLIP—RESISTANT TRAFFIC YELLOW ADA CURB/RAMP CURB Sc GUTTER CONDITION WHERE OCCURS 1/4" = 1'-0" ECEIVE JUL 212011 PE* ' T CENTER REMARKS PERMIT SUBMITTAL DATE r CM ,llr 0 to r ro C4- 1 '3 CD Job Number. 1005 Dote: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordon Drawn By. Tom Jordon Sheet Title: SITE DETAILS Sheet Number. A1.1 ® 2010 FULLER•SEARS ARCHITECTS MINIM MORIN N r-� co co 4, - fl REFERENCE CIVIL DRAWINGS FOR DRIVE AISLES, CURBS AND SIDEWALK DIMENSIONS 82'-0" /o / NDSCAPINC • • 76'-0" 8 COMPACTS (8)(16') 16'-8" 3' - fl 33'-0" –0" 1 9'-4" 16'-8' ASPHALT 24'-8" PEDESTRIAN CROSSING CONC. SIDEWALK HC REFERENCE SHT A1.1 ADA SITE INFOR 11 10'-0" 21'-0" CLEA CONC. SIDEWALK L-/` NCQ�SURE -4 o 66'-4" WHEEL STOPS PER SHT A1.1 SPRINKLER RISER ELECT. ROOM (121 SF) FIRE HYDRANT LANDSCAPING L 4 LANDSCAPING (SEE LANDSCAPE DWGS - TYP.) W1 ROOF LALD LANDSCAPING L-4 B IKE RACK VJ6A ASPHALT (SEE LANDSCAPE DWGS - TYP.) SLOPE un EXI CANOPY ABOVE L. N LANDSCAPING PARKING STALLS dh CANOPY ABOVE 5' " D J w (75 U 0 U 4'-0" 12'-0" CONC. OFFICE (939 SF) W2 SIDEWALK 6'-0" 12 W6 L____J TYP RESTROOM • • • 0 RESTROOM 0 N hJP LL µ,r -� Lr RESTROOM �-r--, K= 8 W1 WAREHOUSE (3,417 SF) 0" CONC. SIDEWALK 42'-0" ' 1 8'-O" LANDSCAPING (SEE LANDSCAPE DWGS - TYP.) CONC. SIDEWALK (SEE CIVIL DWGS - TYP.) LESS THAN 2% SLOPE AT ANY DIRECTION pN ALL LANDINGS TYP. FIN FLR EL. +25.17' PROPOSED BUILDING D TENANT "1" 4,356 SF * (3,417 SF WAREHOUSE) (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) 33'-0" *NOT INCLUDING MEZZ. PROPERTY LINE 4 L____J 33'-0" SKYLIGHT ABOVE - TYP. 1 W3 00 8" STEP 4 NO BRACE FRAME 12'-8" SPRINKLER RISER/ELECT. ROOM SIZE TO BE DESIGN BUILD BY FUTURE TENANT 4'-8" DEV S FUTURE 29'-0" r T 10'-0" GWB CEIL PROVIDE 3/4" PLYWOOD 0/TOP OF FRAMING ABOVE 3' X 4' OPEN'G IN CEIL. ABOVE FOR ROOF ACCESS FIN FLR L. +24.50' PROPOSED BUILDING D TENANT "2" 4,679 SF * (3,740 SF WAREHOUSE) (939 SF OF ICE @ 1ST) (942 SF OFF]CE @ MEZZ.) *NOT INCLUFING MEZZ. \G WALL PES TE\A\T CLm O 0 OC tY CL FLOOR PLAN 1 /8" _ V-0" DOOR TYPES / 6'-0" W3 101 6'-8" / 6'-0" / 6'-8" REVIEWED CODE CE APPROVED JUN 11 2014 of City Tukwila BUILDING DIVISION N.T.S. A 3'-0"" 1 N T / 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'-0",, 7 / INT. DOOR L____J W1 SKYLIGH WAREHOUSE (3,740 SF) ILLUMINATED EXIT PATHWAY TO BE DETERMINED BY TENANT PERMIT. 6'-0" / / 6'-8" 6'-0" UP W6 L____J T ABOVE - TYP. W6 • co\ I\TYP. LANDSCAPI FIRE HYDRANT CONC. SIDEWALK TRUNCATED DOMES - TYP J w 0 U 0 U I I6N • SLOPE 30'-0" L. o\ +L 2 CANOPY ABOVE 3 PARKING STALLS 25' ;\ 11 7'-0" 4' J' ONC. SIDEWAL T� 11'-0" RESTROOM RESTROO -1-i I� I I MI Mira -4" ♦ W4 W2 OFFICE (939 SF) • .- DOOR SCHEDULE W2 (12 9 1 LANDSCAPING CANOPY ABOVE ♦• CONC. SIDEWALK N) THIS DRAWING IS FOR SHELL PERMIT ONLY REFERENCE CIVIL DRAWINGS FOR LOCATION OF BUILDING ON SITE DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness Label MatL Finish Color Matl. Finish Color Group # 1 3`-0" x 7'-0" A By Manuf. - Alum. Anodized clear Alum. Anodized clear HW- Storefront entry 1,2,3,13,14,22 2 3'-0" x 7'-0" A By Manuf. - Alum. Anodized clear Alum. Anodized clear HW- 3 entry 1,2,3,13,14,22 3 3'-O" x 7'-0" 8 By Manuf. - Metal Paint match adj. Metal Paint match adj. `Storefront / t. •: -xit door 1,2,5,13,14,18 HW- 4 12"-0" x 14'-0" D By Manuf. - Metal Paint P-3 Metal Paint P-3 HW- roll -up door 1,2,3,13,24 5 3'-O" x 7'-0" 8 By Manuf. - Metal Paint match adj. Metal Paint match adj. HW- s e , xit door 1,2,5,13,14,18 6 3'-0" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core door 1,14,18 7 3'-0" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core restroom door 1,13,14,18 8 3'-0" x 7'-O" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core restroom door 1,13,14,18 9 (x2) 3'-O" x 7`-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core door 1,14,18 10 3'-0" x 7'-0" B By Manuf. - Metal Paint match adj. Metal Paint match adj. HW- 3 \ hollow me mech room 1,2,5,13,14,18 11 3'-O" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- lid c e door 1,14,18 12 12'-0" x 14'-0" D By Manuf. - Metal Paint . P-3 Metal Paint P-3 HW- roll -up door 1,2,3,13,24 13 12-0" x 14'-0" D By Manuf. - Metal Paint P-3 Metal Paint P-3 HW- roll -up door 1,2,3,13,24 14 3'-0" x 7'-0" B By Manuf. - Metal Paint match adj. Metal Paint match adj. HW- hol w metal ' door 1,2,5,13,14,18 15 3'-0" x 7'-0" A By Manuf. - Alum. Anodized clear Alum, Anodized clear HW- Storefront entry 1,2,3,13,14,22 16 3'-O" x 7'-O" A By Manuf. - Alum. Anodized clear Alum. Anodized clear HW- Storefront entry 1,2,3,13,14,22 17 3'-0" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core door 1,14,18 18 3'-O" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core restroom door 1,13,14,18 19 3'-0" x 7'-0" C By Manuf. - Wood Paint per tenant Metal Paint per tenant HW- solid core restroom door 1,13,14,18 DOOR AND 1 3 4 5 7 - 8 9 10 FRAME REMARKS Verify size/verify header Provide exterior weather stripping Hardware by manufacturer. Provide panic release hardware (Provide closer to allow 3 seconds Measure from Position of 70 and to close degrees. and has and_ opening. drip cap. from nglass open position.18 panels.'__. Hardware to be ` _._._.. _. _._ ... coordinated ..__ _ _. . by contractor 14 15 16 17 19 20 21 22 23 24Garage =Provide heavy Provide two 11-3" ,Provide smoke 'Weather strip. =Door knob to be ;Apply ADA approved Not used Provide frame Provide signage:"These ;Not used door gauge hinges x V-3" louvered seals. Coordinate ADA approved tactile with 4" head, doors vents with with door manufacturer lever action grit to hazard insect handle. area entry chord during screens w/ typ. RECEIVED, CITY OF TU KW APR 1.7 .2014 door knob masonry opening PERMIT CENTE business hours" Provide lockablepadlock Floor mtd. door stop. Provide panic "break away"hardware Pre-hunghollow core. Provide butted frame at door ..- jamb and sill to to remain open l• 11 ;Tenant responsible to provide door and jamb 12 ;Verify rough opening and details with elevator menuf. 13 i Provide lock 25 !Provide sign stating "Emergency exit only. Alarm will sound if door is opened". 26 'Exterior door and frame to be covered with mtl siding ..: ........ 27 !Provide lock and hold -open only (for employee use only) LA Cf) CC LLJ Clf CITY REVISIONS 1 CITY REVISIONS 2 W 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 z M M CA M CA 111 CO 100 cm re Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn Br Tom Jordan Sheet Title: FLOOR PLAN FlitLErSEARS ARCHITECTS it is a reduced print. 0 4-0" 7'-0" 31'-0" 3/4" PLYWOOD "DECK'G" 0/ FRAMING PER STRUCT. 1 1/2" DIA. MTL GUARDRAIL CO ;ANOPY••-BELOW MEZZANINE LEVEL (942 SF) EL. +14'-0" CONTINUOUS SLOPING WALL TO BE 42" MIN. ABOVE STAIRS. STAIRS: 22T = 11" 24R = 7" 1" AIR SPACE 4'-0" 12'-0" MEZZANINE PLAN INTERIOR / 6'-0" 4' 12'-0" 8'-0" 10'-3 1/2" 5/8" GWB 0/6" MTL STUD W/BATT INSULATION * CONTINUE BUILDING WRAP AROUND ALL INSIDE CORNERS. EXTEND BUILDING WRAP 12" BEYOND EXTERIOR SHEATING AT ALL SIDING SEAMS AND EDGES M \ 4 • • • CMU WALL PER STRUCT. BACKER ROD & CAULK PLAN DETAIL 1"=1'-0" 5X3X5/16X1'-6" STEEL ANGLE @8'-0" 0.C. TYP. W/(2) 3/4" DIA. EXP. BOLTS ©12" 0.C. (EMBED 4") 1" AIR SPACE 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 VERTICAL PREFINISH MTL. SIDING PER ELEVATIONS * WRB #1 0/ EXTERIOR SHEATHING NEOPRENE GASKET 4" PREFINISH MTL. TRIM EXTERIOR 1( 1I II II 1( 1( 1( 1( 1( I( 1( I( II 1( I( 11111111111111111111111111111 1 1 1 1 1 1 1 11 1 1 1 1 1 1 / 1 1 1 11 11 11 11 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 11 11 I1 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 1( 1( ll 1l if 11 11 1l 1( 1( Jc *1 MIA i•T•.:4 WI' W.4111174 r 411/ SKOAKIIILitt 4.4111.*TOAIMIO.. CMU WALL PER STRUCT. 5/8" GWB 0/8" MTL STUD W/BATT INSULATION L\ 1\ INTERIOR 1 I I 1 1 1 1 11 11 II 11 II II 11 II 11 II 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 I 1 1 1/ 1 1 1 1 1 II 1 11 11 11 11 11 11 11 11 11 II 1/ 1 )l I( 11 1( 1( l( 11 If 11 11 11 11 Il NEOPRENE GASKET 4" 4" PREFINISH MTL. TRIM PREFINISH MTL. SIDING PER ELEVATIONS (2) 16 GA TRACKS W/2" LEGS BACK TO BACK @ 8'-0" 0.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 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 / REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION WATER—ES STA\T 3AIES 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 7008 SEALER DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC UNDERSLAB VAPOR BARRIER 15 MIL. MEMBRANE 0/ 4" GRAVEL PER SPECS WALL ASSEV /OOF 3L ES ES 1 TYPE 1 Cr ' c ROOF ASSEMBLY: W1 3 -PLY BUILT UP ROOF W/CAP SHEET .r.w._w.._.p....L.0....v. EXTERIOR INTERIOR . EXTERIOR CONCRETE TILT WALL: ". •• • @ .., . . `�' b �..• •., •, : •' '` ": _, 5 1/2" CONCRETE PANEL WALL PER STRUCT e' ���+�-�( `(dijOO()O()0Lj.)()(uO()O()( )()( )()()( )`���������()( INTERIOR )();-���— (6" METAL FURRING WALL W/ R-21 BATT )O INSULATION WILL BE COMPLETED BY FUTURE TENANT) W2 EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING SHEATHINTURAL 6" METAL GSTUDS PER SPER CSTRUCT R-21 BATT INSULATION 5/8" GWB MS/C8-66/.SVCNCN.,M7 ,,,5" Y, INTERIOR W2A EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING 8"EATHINER SMETALGSTUDSSPERCTURAL STRUCT R-21 BATT INSULATION 5/8" GWB ))r�` I)(` (inn `�)�'( �' J(c ` �1�'C�i•�( n (�,(?(�„ )( INTERIOR W3 EXTERIOR EXTERIOR CMU WALL: 10 CMU BLOCK -SOLID GROUT ,...... �� -_ gy,y(v)Ag;),;)(c),,?srcipAus-7-5,(,-),, INTERIOR ����®,,. OOX - (6"METAL FURRING WALL W/ R-21 BATT INSULATION WILL BE COMPLETED BY FUTURE TENANT) W4 `' INTERIOR INTERIOR CMU SHEAR WALL: 5/8" GWB 0/1" HATCH CHANNELS 8" CMU BLOCK -SOLID GROUT 5/8" GWB 0/1" HATCH CHANNELS \>,��1 '' 11.w INTERIOR W5 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" 8" METALS STUDS PER STRUCT R-21 BATT INSULATION 5/8" GWB ��1�5\S�,SSIS ..'��SZSI' I INTERIOR W6 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB (5/8" MOISTURE RESISTANT GWB AT RESTROOM WALLS) 6" METAL STUDS PER STRUCT R-21 BATT INSULATION 5/8 GWB *PROVIDE BLOCKING FOR GRAB BARS, ' `) �IIUUUCUU��S�)� �(�� �()I ?`�(� ` INTERIOR WA 0 ► LA :TOR , ' 1 HANDRAILS W6 A INTERIOR INTERIOR DEMISING/PARTITION WALL: SAME AS W6 BUT WITHOUT R-21 BATT INSULATION r r. INTERIOR W7 :. EXTERIOR �x 1 . E ON �z EXTERIOR CMU WALL: 8" CMU BLOCK -SOLID GROUT PER STRUCT. 1" AIR SPACE r x�-X-�- x x', r, x i'7"Q'S1'XS TUDS 6" AT PER STRUCTI68-81.188819:1E8A81, R-21 BATT INSULATION INTERIOR 5/8" GWB Q WU INTERIOR INTERIOR PARTITION WALL: 5/8" GWB 3 1/2" MTL STUDS PER STRUCT 5/8" GWB 1 n . '_ J .. INTERIOR W9INTERIOR W9 INTERIOR SHEAR WALL: 6'/ METALS STUDS P0/PLYWOERDSPER STRUCT. R-21 BATT INSULATION 5/8" GWB 0/PLYWOOD PER STRUCT. %nr 1������� ���� ( �" ��� INTERIOR L FLOO /OOF ASSEV 3L ES 1 EXTERIOR ROOF ASSEMBLY: 3 -PLY BUILT UP ROOF W/CAP SHEET .r.w._w.._.p....L.0....v. 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 X 1" GYPCRETE 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT DI1- 1 RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER CITY REVISIONS 1 CITY REVISIONS 2 w D 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 O z te M COD CC 1 lammD ca Vim Q e3 QIP = cn M = em= 1-1 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 3 this droving is not 24" * 56" it is o reduced print. 8 A9.0 CANOPY T.O. PARAPET 30-0" T.O. PARAPET 32' 0" =NM • • • • T.O. PARAPET 30' 0" T.O. PARAPET 30' 0" X EL. 28'-0" AFF B.O. DECKING •• CCESS HATCH - AT W/ ROOM BELOW / 9'-0" 4'-0" TYP. CENTER BETWEEN STRUCT. JOISTS CANOPY CENTER BETWEEN STRUCT. JOISTS MM. CITY REVISIONS 1 CITY REVISIONS 2 03/9/2011 Tal 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 *HVAC UNIT QUANTITY 1 1 AND LOCATION BY - 11 FUTURE TENANT T.O. PARAPET 30'-0" T.O. PARAPET 29'-0" *HVAC UNIT QUANTITY AND LOCATION BY FUTURE TENANT A9.9/ CANOPY •• et T.O. PARAPET 30' T.O. PARAPET 29'-0" fl T.O. PARAPET 30'-0" 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 ROOF HATCH 8 1/2" I1.0. PARAPET 32'-0" 4'-0" X 3'-0" ROOF HATCH ROOF'G MEMBRANE 0/ P.T. WD NAILER, FASTENED AT 12" 0.C. MIN MTL ROOF FLASHING UNDER ROOF MEMBRANE 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 T.O. rn ROOFING OPENING IN WALJ. 2" CLEAV DOWN SPOUT LINE OF WALL FINISH PLYWOOD DECKING SCUPPER SECTION 1" = 1'-0" LP 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" 0.C. LAP ICE & WATER SHIELD 0/TOP EDGE OF FLASHING ROOF MEMBRANE 0/ GALV. MTL FLASHING — WRAP UP WALL 18" RIGID INSULATION STRUCTURE VARIES SEE RU RA WGS ROOF PLAN 1/8" = 1'-0" OVER FLOW OPENING IN SCUPPER COUNTER FLASHING TO WRAP OPEN'G ROOF MEMBRANE TO WRAP OPEN'G 1'-6" SCUPPER & 6" DIA. PREFIN MTL. DOWNSPOUT EXTERIOR SIDE OF PARAPET 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 ROOF MEMBRANE/FLASHING 1 1/2" = 1'-0" 0 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'-2" 6" 4, 8" MIN. EA. SIDE INTERIOR SIDE OF PARAPET SCUPPER PLAN 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 15 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 AAA T.O. WALL MU PER ELEVATIONS PROVIDE MTL END FLASHING WHERE PARAPET MEETS A WALL CONTINUOUS MTL. CLEAT, FASTEN AT 24" 0.C. MIN. PROVIDE 2X PT. BLOCK'G 1/2" GAP MAX WALL FRAMING AND SIDING VARIES - SEE ELEVATIONS —\c 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" 0.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 W/SPRING LOCK FLASHING PARAPET SIDE COPING DETAIL = SNO COPING SEAM PROVIDE ICE & WATER SHIELD. EXTEND 12" BEYOND EACH SIDE OF SEAM-TYP. COPING DETAIL = 1'-0" PRE FIN MTL COPING W/DRIP EDGE. T.O. FRAMING PER ELEVATIONS CONT MTL CLEAT FASTEN AT 24" OC MIN EXTERIOR SIDE T 0 PARAPET 32'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION 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 MTL 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" 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" MIN warmentrammoro • 111 111111111111119 * 10.1 0$11 **4 P.T. WOOD SPACER CMU PER ELEVATIONS (5) CMU PARAPET DETAIL r—o" DRAFT SEAL SKYLIGHT RETAINING FRAME ALUMINUM CURB FRAME MTL FLASING UP AND OVER CURB ROOF MEMBRANE UP 12" MIN. MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD SKYLIGHT GLAZING 8 7/8" MTL ROOF DECKING SEE STRUCT. FOR FRAMING OF ROOF OPENING THERMAL BREAK WOOD CURB GID I LATION FINISH TRIM OR 5/8" GWB BY FUTURE TENANT RIGII I u ATION WOOD BLOCKING RECEIVED CITY OF TUKWILA APR 1 7 2014 SKYLIGHT CURB DETAIL 1 1/2" = Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: ROOF PLAN ROOF DETAILS FULLER»SEARS ARCHITECTS EL, +32'-0" T.O. PARAPET EL. +14'-0" MEZZ. FIN. FLR. EL. +0' T.O. CONC. SLAB 0 ROOF TOP MECH EQUIPMENT - BY FUTURE TENANT TT SKYLIGHTS - COORD LOCATION W/STRUCTURAL DRAWINGS ROOF TOP MECH EQUIPMENT - BY FUTURE TENANT EL. +30'-0" T.O. PARAPET mum PWWWW. MM N RESTROO WAREHOUSE OFFICE II BUILDING SECTION - NORTH SOUTH LOOKING EAST 1/8" = 6'-3" CLR. VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR I I- CMU SHEAR WALL \\ \ r; 5' 0 TURNING CIRCLE — I II 5'X5' TOILET CLEARANCE VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR 36"X48" CLEAR FLOOR SPACE PLAN ,1- i cO (V TOILET 2X6 FURRED WALL ELEV ELEV ELEV ELEV COUNTERTOP TOILET ROOM NOTES STANDARD LANDLORD PROVIDED FIXTURES: 1. FLOOR MTD. TOILET 2. WALL MTD. LAVATORY 3. EXHAUST FAN (75 CFM MIN. RATING) 4. LIGHTING PER ELECTRICAL DWG'S 6. 4" H COVED BASE 7. GRAB BARS - TO WITHSTAND 250# POINT LOAD 8. ADA REQ'D. DOOR SIGNAGE 9. TOILET PAPER DISPENSER 10. SANITARY NAPKIN DISPENSER 11. LIGHT FIXTURE W/ WALL SWITCH 12. INSULATE OR GUARD EXPOSED DRAIN AND HOT WATER PIPES UNDER THE LAVATORY. NOTE: TOILET FLR PLAN CONFIGURATIONS MAY VARY. COORD THIS TOILET AREA PLAN W/ FLR PLANS AND PROVIDE AT MIN CLR TYP DIMENSIONS AS SHOWN TOILET ROOM FINISHES 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. 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 B490-42) WALL & CEILING PAINT: BENJAMINE MOORE #2140-70 "WINTER WHITE" P -LAM WAINSCOTT TO 4'-O" 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 8" STEP IN CONC. FLOOR oliu EL. +30'-0" T.O. PARAPET 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 1/4" = REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION FURRING WALL W/BATT INSULATION BY FUTURE TENANT EL. +0' T.O. CONC. SLAB LOADING BAY DOOR BEYOND WAREHCUSE EL. +32'-0" T.O. PARAPET L. EL. +13'-4" MEZZ. FIN. FLR. L. EL. -8" T.O. CONC. SLAB EL. +30'-0" T.O. PARAPET FURRING WALL W/BATT INSULATION BY FUTURE TENANT IMMO EL. +0' T.O. CONC. SLAB l BUILDING SECTION -EAST WEST LOOKING NORTH �J 1/8" = -o EL. +30'-0" T.O. PARAPET I FURRING WALL W/BATT INSULATION BY FUTURE TENANT EL. +0' T.O. CONC. SLAB RESTROOM WALL BEYOND LOADING BAY DOOR BEYOND FURRING WALL W/ INSULATION PER F TENANT ATT TURE WAREN I SE EL. +30'-0" T.O. PARAPET EL. +0' T.O. CONC. SLAB RECEIVED CITY OF TUKWILA APR 1 1 2014 PERMIT CENTER BUILDING SECTION -EAST WEST LOOKING NORTH 1/8" = ¢ w PERMIT SUBMITTAL ca 0 03/9/2011 07/19/2011 10/10/2011 04/07/2014 Col 0a qit M CO Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: BUILDING SECTIONS Sheet Number: dd III/ �iloolll 111, © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. Cal 0 1 O 10"PRE FIN MTL TRIM - TYP. EL. 32'-0" T.O. PARAPET AL EL. 30'-0" T.O. CMU PARAPET EL. 24'-0" B.O. HEADER 4" MTL TRIM - TYP. 0 2" MTL TRIM - TYP. 4" MTL TRIM - TYP. al EL. 14'-0" T.O. MEZZ FLRobbh FINISH EL. 11'-0" B.O. CANOPY 0 10" MTL TRIM ANODIZED ALUM. STOREFRONT 0 4" MTL TRIM - TYP. MTL SIDING AI EL. O' -O" T.O. CONC. SLAB e10" PRE FIN MTL TRIM - TYP. 6" MTL COPING miht EL. 22'-0" B.O. CMU HEADER \ 11 11111 1 111 II 1111111111111 MTL SIDING M-2 MTL SIDING A 6" MTL COPING SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) TOP 2CCOURSES U CMU CMU MTL SIDING O A ANODIZED ALUM. STOREFRONT LINE OF ROOF SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) 6" MTL COPING MTL SIDING MTL SIDING —w----munewaumamuumanin mIusionw Zilrim lu 6" DIA. DOWNSPOUT WEST ELEVATION 1/8" = 1'-0" 6" MTL COPING 6" DIA. DOWNSPOUT SI �■���O��I�������;����AA� �ii�il III �I������������� CMU 31 M-3 4" MTL TRIM 8" STEP IN SLAB •,r• 1 1 1 1 1 1 1 1 1 1 1:_• • 1 1 1 1 *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 1 1 1 1 t 1 1 j I 14, 6" DIA. DOWNSPOUT 4" MTL TRIM 4" BENT MTL TRIM 0/4" HIGH CONC. CURB - TYP. 1 CONC. STEM WALL 6" MTL COPING © M-5 LINE OF ROOF MTL SIDING M-1 10" PRE FIN MTL TRIM - TYP. M-4 EL. 23'-4" B.O. HEADER 4" MTL TRIM - TYP. 2" MTL TRIM - TYP. 0 4" MTL TRIM - TYP. EL. 13'-4" T.O. MEZZ FLR FINISH NV EL. 10'-4" B.O. CANOPY 10" MTL TRIM LIGHT FIXTURE (L-1) J -BOX AT 8'-6 4" MTL TRIM - TYP. M-2 EL. -0'-8" aim T.O. CONC. SLAB 81-011 -DI) 81-0" 8'-0" 8'-0" 11 1 O4" MTL TRIM - TYP. M-2 2" MTL TRIM - TYP. 1 EL. 32'-0" T.O. PARAPET WI 10" PRE FIN 0 MTL TRIM - TYP. EL. 24'-0" B.O. HEADER 4" MTL TRIM - TYP. 2" MTL TRIM - TYP. KLY M-1 EL. 14'-0" T.O. MEZZ FLR FINISH 0 10" MTL TRIM - TYP. ANODIZED ALUM. STOREFRONT 0 4" MTL TRIM - TYP. Abi EL. -0'-8" T.O. CONC. SLAB ASH''Fk J NUMMI 4" MTL TRIM 1 LINE OF ROOF COLOR TRANSITION -TYP. 0 TILT UP CONC. WALL PANELS 0 TILT UP CONC. WALL PANELS EAST ELEVATION 1/8" = 1'-0" 6" MTL COPING MTL SIDING 3'-6" 3'-6" TILT UP CONC. WALL BEYOND EL. 14'-0" B.O. HEADER 9 9 0 *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 12" PRE FIN BENT MTL TRIM - TYP. M-4 10" PRE FIN MTL TRIM - TYP. M-4 EL. 24'-0" B.O. HEADER NV 4" MTL TRIM - TYP. 2" MTL TRIM - TYP. M-1 SIGN BY FUTURE TENANT (ON SEPARATE PERMIT) EL. 14'-0" T.C. MEZZ FLR FINISH 1-1 EL. 11'-0" B.O. CANOPY MTL TRIM BEHIND CANOPY - TYP. 10" M-4 LIGHT FIXTURE (L-1) J -BOX AT 8'-6' PRE FIN MTL CANOPY *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT c3> 0 ROLL UP DOORS - TYP LIGHT FIXTURE (L-2) J -BOX AT 8'-6" NORTH ELEVATION 1/8" = 1'-0" 8" STEP IN SLAB REVIEWED FOR CODE CO OVED CE APPR JUN 11 2014 City of Tukwila BUILDING DIVISION EL. 0'-0" T.O. CONC. SLAB ANODIZED ALUM. STOREFRONT LIGHT FIXTURE (L-4) J -BOX AT 15'-0" LIGHT FIXTURE (L-2) O10" PRE FIN M-4 MTL TRIM - TYP. EL. 23'-4" B.O. HEADER 4" MTL TRIM - TYP. M-2 2" MTL TRIM - TYP. ANODIZED ALUM. STOREFRONT Et EL. 10'-4" B.O. CANOPY J -BOX AT 8'-6" 6" MTL COPING MTL SIDING COLOR TRANSITION -TYP. TILT UP CONC. WALL PANELS 0 A5.3 12'-0" 1" "V' GROOVE REVEALS TILT UP CONC. WALL PANELS 0 0" O10" MTL TRIM M-4 BEHIND CANOPY - TYP. 04" MTL TRIM - TYP. EL. -0'-8" T.O. CONC. SLAB *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT SOUTH ELEVATION 1/8" = 1'-0" LIGHT FIXTURE (L-2) J -BOX AT 8'-6" LIGHT FIXTURE (L-4) J -BOX AT 13'-6" 4" MTL TRIM LINE OF ROOF PRE FIN MTL CANOPY 0 EL. 11'-0" B.O. CANOPY 10" MTL TRIM - TYP. M-4 LIGHT FIXTURE (L-1) 4" MTL TRIM - TYP. M-1 EL. 0'-0" T.O. CONC. SLAB 4" BENT MTL TRIM 0/4" HIGH CONC. CURB - TYP. EL. 30'-0" T.O. PARAPET NIV 1" "V' GROOVE REVEALS PRE FIN MTL CANOPY 0 EL. 13'-4" B.O. HEADER 1-1 TILT UP CONC. WALL PANELS 0 COLOR TRANSITION -TYP. TILT UP CONC. WALL PANELS P-3 ROLL UP DOORS - TYP 0 RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CEN w ogit a— PERMIT SU 9 c) 0, 2 0) w cc F - 03/9/2011 07/19/2011 10/10/2011 0 0 O r 01 2C cc 1 g ca ift-• la go CC M Pwo mop Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drown By. Tom Jordan Sheet Title: EXTERIOR ELEVATIONS 2010 ARCHITECTS WINDOW TYPES c 4" CONC. CURB 7 7-6 / cV 1 2'-2" 3'-2" 2'-2" � 0 4" CONC. CURB CO 12'-0" 1-11" , 3-2" 1'-10' 3'-2" 1'-11 LC) 7'-6" / 2'-2" 3'-2" 2'-2" j, EXTERIOR LIGHT FIXTURE SCHEDULE 0 cV / O 7'-6" /2-2' 3'-2" Type Description Mfgr. Catalog No. Lamps Note T Type T SEE P�LhAN FOR DOa1\ SWING DIRECTI9N / ,// T T T - PL -T 32W/ 30/4P SEE ELEVATIONS 0 4" CONC. CURB CO 12'-0" 1-11" , 3-2" 1'-10' 3'-2" 1'-11 LC) 7'-6" / 2'-2" 3'-2" 2'-2" j, EXTERIOR LIGHT FIXTURE SCHEDULE 0 cV / O 7'-6" /2-2' 3'-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 - PL -T 32W/ 30/4P SEE ELEVATIONS L-2 WALL PACK, 175 WATT M.H. DARK BRONZE ALUM. HOUSING WET LOCATIONS 277V DURAGUARD 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 LOCATIONS LABEL DURAGUARD OR EQUAL D-175MHMWP-MT-PC - M175/ MED U/MED / SEE ELEVATIONS NOTE: L-1 & L-2 LIGHTS AT REQUIRED EXIT DOORS (® ) SHOULD BE WIRED SO THAT THEY BECOME EMERGENCY LIGHTS (W/ BATTERY BACKUP) WATER -ES STA\T 3A ESS TYPE DESCRIPTION WRB #1 VAPRO SHIELD, WRAP SHIELD AIR BARRIER WRB #2 GRACE VYCOR PLUS SELF ADHERED MEMBRANE WRB #3 VAPRO SHIELD SYSTEM © WINDOWS: VAPROFLASHING, VAPROFLASHING FACTORY FORMED CORNERS, VAPROTAPE, VAPROSILLSAVER, VAPROSILLSAVER SPACER, VAPROSILLSAVER CORNER AT CONCRETE AND DIFFICULT TO WATERPROOF AREAS USE: PROSOCO LIQUID FLASHING DAMPPROOFING SONNEBORN HYDROCIDE 700B SEALER DEGUSSA CHEM -TRETE PROTECTOSIL PB-VOC UNDERSLAB VAPOR BARRIER 15 MIL. MEMBRANE 0/ 4" GRAVEL PER SPECS 12'-0" / 3'-2" y1'-10"X� 3'-2" CO 0 7'-0" j„V-11" 3'-2” CV -11" N 1 %CD r. / 6'-0" 2'-0 1/2 1'-11"2-0 1/2' N ` O 1 CSN 734. O 7'-O" / 1'-11" 3'-2" FINISH SCHEDULE STOREFRONT GENERAL NOTES 1) ALL STOREFRONT TO BE 4Y2"x2" SYSTEM, ALUM. FRAME WITH THERMAL BREAK MULLIONS -TYP. U.N.O. 2) REQUIRED MINIMUM GLAZING SOLAR HEAT GAIN COEFFICIENT - REFER TO SHEET A0.1. 3) T: INDICATES TEMPERED GLASS. 4) REQUIRED MINIMUM GLAZING U -VALUE - REFER TO SHEET A0.1. 5) CONTRACTOR TO FIELD VERIFY ALL ROUGH OPENING DIMENSIONS. 6) STOREFRONT TEMPERED GLAZING AS REQUIRED PER IBC 2009 SECTION 2406.4-5,6,&7. 7) SUBCONTRACTOR TO CONFIRM EXTENT OF TEMPERED GLASS MEETS CODE REQUIREMENTS. 8) GLAZING TO BE CLEAR - TYP. U.N.O. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION DESCRIPTION COLOR 0 CMU 0 CMU 0 CMU 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 0 CONCRETE TILT PANELS CONCRETE P-3 METALROLL-UP TILT PANELSDOORS, , EXTERIOR EXIT DOORS P-4 CONCRETE TILT PANELS (BUILDING A ONLY) PAINT PAINT PAINT PAINT BENJAMIN MOORE #HC 84 BENJAMIN MOORE PLATINUM GREY BENJAMIN MOORE #HC 167 BENJAMIN MOORE #HC 98 0 METAL SIDING METAL SIDING 6METAL SIDING • METAL SIDING e METAL TRIM c -D, MTL COPING e MTL REVEAL e7 MTL 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 U.143 RECtivtw CITY OF TUKWILA FEB 292012 PERMIT CENTER CiC IY IT SUBMITTAL Lti o. 0 w Q D 07/19/2011 10/10/2011 0 r ev Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: EXTERIOR ELEVATIONS a 2010 FULLER -SEARS ARCHITECTS -o .1011 Doi EL, 30'-0" AFF TOP OF PARAPET ink SEE ROOF PLAN A2.2 BOTTOM OF DECKING Agok EL. 17'-8" 111-1 B.O. BRACKET KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME pli EL. 14'-0" wi B.O. OPENING \ • • • A TERMINATION BAR WRAP 'OOF MEMBRANE UP WALL 18" MIN. TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. • t— —I c:1 r 1 Ci I1-"1 Imo- ^I c `1 4 . e• 4' • 4 4• •4 1—^I C:=1 1- -1 C1 I^ 1-- "I C F— ^I ROOF JOISTS PER STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT 4,-0" 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN CONT. STEEL EMBED PLATE ABOVE OPENING EXTERIOR 1 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" 0'13° 0 3'.L>° •• • bC)• Q�J 9ao.8 8 8Q8 Q'�°.9z°g g o:08 .••—• bb, O ° -,.o.09 •..�.a •..° .�Q8 3� . o °° oo-p 8°�h.o °o° PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION EL. 0'-0" T.O. CONC. SLAB 1/2" = 1'-0" RID .44 \ • EL. - SEE ROOF PLAN B.O. ROOF SHEATHING • EL. +22'-0" AFF B.O. HEADER ® EL. +16'-0" AFF B.O. SILL t t •• •\ / / \ • • • • • • • WINDOWS PER / / / • • • • • • WINDOW SCHEDULE 10" SMOOTH FACED CMU • EL. +8'-8" AFF B.O. PROJECTED BLOCK EL. +0'-0" 1 COURSE OFFSET • • • \ / • • • • EXTERIOR 10" SPLIT FACED CMU \ .111 '31 ''r 1 JI ••••I 1 • • • t I METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT INTERIOR T.O. FINISH FLOOR .. ' a-0 E! •.2C CLoOCoOO. 00.u90O c Zo .9 • 111 1I 11= IIS=W1,,. 11*11� I. 11~ - ....11 1 1 I ,I„1111:� '1 I 1111111. iiLiruj, IIr 1...&iii 1 ..Til_ I� 111=- 1: _ FOOTING PER STRUCTURAL PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP. SEE ALSO CIVIL DRAWINGS WALL SECTION 1/2" = 1'-0" oh EL. 30'-0" AFF TOP OF PARAPET BEYOND opm EL. 29'-0" AFF TOP OF PARAPET 6" PRE FIN MTL COPING AAk SEE ROOF PLAN A2.2 WO BOTTOM OF DECKING HORIZONTAL PRE FIN MTL SIDING PER ELEVATIONS 0/ 4" MTL STUDS ATTACHED TO CONC. WALL W/STEEL ANGLES. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION 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 .4 4• 4 4 A7 e 4 d 4 INTERIOR V 4 4• • 4 • 4' ° • 0,-, °" • Ool� °c: ° 0:08 81°a.�b8 °'0O') ••r* .83.E °.. .03tt,° O.)O,Oq ..,6:•..o.4 865.°.8 I LHJAII I#1 1'11-41 T PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL It SIDE OF CONC. PANEL COPING BEYOND WRAP ROOF MEMBRANE UP WALL 18" MIN. 0 ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ 00 DECK'G PER STRUCT DWG ROOF JOISTS PER STRUCTURAL CONCRETE TILT PANEL (CMU AT BUILDING D) SEE STRUCTURAL METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT 4 01. 4. .4 gAf&3oaoc y��aogo tP. A .a° WALL SECTION EL. 0'-0" T.O. CONC. SLAB J0P3 RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER 414 1- h- N CI) LL 0 DJ TY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 02 0 LJ 04/07/2014 0 04 M CiiMI coIsiClow 2C CC 1 CC Ca 6140CC Mbidbelm 110 10,0Crel a.ism Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS ®2010 FULLER•SEARS ARCHITECTS it is a reduced pr oft EL. 32'-0" AFF 11-1 TOP OF PARAPET na SEE ROOF PLAN A2.2 IIv BOTTOM OF DECKING EL. 24'-0" ILI 110. HEADER i • • • VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING — TYP 10" PRE FIN MTL TRIM itik EL, 18'-0" 11-1 B.O. WINDOW OPENING EL. 14'-0" T.O. MEZZ. FLOOR FINISH (GYPCRETE) jik EL. 11'-0" B.O. CANOPY/HEADER 4" PRE FIN MTL TRIM i i 1 1 • • • • • • • • • 1 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 • • • • • • 1 1 i / i • • • • • • • INTERIOR SLOPE 1/4" PER 1'-0" • SIM • .P sth . iT 101191,= 11, 1=11-11 FOOTING PER STRUCTURAL C 1 WALL SECTION PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR S. ATHING — TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB 1 /2" = 1 , _ O" Lk EL. 32'-0" AFF lu TOP OF PARAPET i • • • • • VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING — TYP HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR ATHING — TYP ark SEE ROOF PLAN A2.2 'Li BOTTOM OF DECKING (VARIES) WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM ILI B.O. HEADER 4" PRE FIN MTL TRIM KNIFE PLATE PER STRUCT. B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J—BOX LOCATION. ILI B.O. BRACKET `IL} T.O. MEZZ. FLOOR (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD FINISH 10X3 HSS CANOPY FRAME v-/ B.O. CANOPY/HEADER 10 1 • • • • • • • • • • • • • TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. //AL__ ROOF JOISTS PER STRUCTURAL LU (-) 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_I TO STORM DRAIN PER CIVIL DWGS INTERIOR SIM • ir FOOTING PER STRUCTURAL 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. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION T.O. CONC. SLAB 11-1 TOP OF PARAPET Ai SEE ROOF PLAN A2.2 IFVF BOTTOM OF DECKING KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. B.O. BRACKET GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME 11-1 B.O. OPENING LRID • • 771 • • TERMINATION BAR WRAP ROOF MEMBRANE UP WALL 18" MIN. TPO ROOF SYTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL, 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL IMMO METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT 4'- 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN CONT. STEEL EMBED PLATE ABOVE OPENING EXTERIOR DOOR TRACK PAINTED GALV STL CHANNEL W/ NELSON STUD EMBEDS (5 EA.) AT EA. ROLL UP DOOR JAMB INTERIOR MEW 416 PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION 1/2- = 1'-0" T.O. CONC. SLAB / NORTH HALF EL. —0'-8" T.O. CONC. SLAB bl 1 2,J RECEIVED CITY OF TUKWILA APR 1 1 2014 PERMIT CENTER T SUBMITTAL TY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 Cri a eta 2C CC 1 LC CI Wm CD CA 2E WI es_ WC co ▪ imm cin cla cc 3 ca Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS FITLIErSEARS ARCHITECTS 5 • .4 /' . �•• WALL SECTION PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR S. ATHING — TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. EL. 0'-0" T.O. CONC. SLAB 1 /2" = 1 , _ O" Lk EL. 32'-0" AFF lu TOP OF PARAPET i • • • • • VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING — TYP HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR ATHING — TYP ark SEE ROOF PLAN A2.2 'Li BOTTOM OF DECKING (VARIES) WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM ILI B.O. HEADER 4" PRE FIN MTL TRIM KNIFE PLATE PER STRUCT. B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J—BOX LOCATION. ILI B.O. BRACKET `IL} T.O. MEZZ. FLOOR (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD FINISH 10X3 HSS CANOPY FRAME v-/ B.O. CANOPY/HEADER 10 1 • • • • • • • • • • • • • TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. //AL__ ROOF JOISTS PER STRUCTURAL LU (-) 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_I TO STORM DRAIN PER CIVIL DWGS INTERIOR SIM • ir FOOTING PER STRUCTURAL 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. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION T.O. CONC. SLAB 11-1 TOP OF PARAPET Ai SEE ROOF PLAN A2.2 IFVF BOTTOM OF DECKING KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. B.O. BRACKET GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME 11-1 B.O. OPENING LRID • • 771 • • TERMINATION BAR WRAP ROOF MEMBRANE UP WALL 18" MIN. TPO ROOF SYTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL, 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL IMMO METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT 4'- 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN CONT. STEEL EMBED PLATE ABOVE OPENING EXTERIOR DOOR TRACK PAINTED GALV STL CHANNEL W/ NELSON STUD EMBEDS (5 EA.) AT EA. ROLL UP DOOR JAMB INTERIOR MEW 416 PROVIDE TIGHTLINE CONNECTION OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL WALL SECTION 1/2- = 1'-0" T.O. CONC. SLAB / NORTH HALF EL. —0'-8" T.O. CONC. SLAB bl 1 2,J RECEIVED CITY OF TUKWILA APR 1 1 2014 PERMIT CENTER T SUBMITTAL TY REVISIONS 1 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 Cri a eta 2C CC 1 LC CI Wm CD CA 2E WI es_ WC co ▪ imm cin cla cc 3 ca Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS FITLIErSEARS ARCHITECTS it is a reduced prin Oh EL. 32'-0" AFF • TOP OF PARAPET VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP Ank SEE ROOF PLAN A2.2 Mu BOTTOM OF DECKING DA EL. 23'-4" B.O. HEADER Ack EL. 17'-4" 41-1 B.O. WINDOW OPENING Atik EL. 13'-4" • T.O. MEZZ. FLOOR FINISH (GYPCRETE) op EL. 10'-4" B.O. CANOPY/HEADER 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIOR SHEATHING - TYP TPO ROOF SYTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. • / / / 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 / / INTERIOR SIM SLOPE 1/4" PER 1'-0" o' V og88: 88:08eD.°A,R� 88P8 O. + •0 9 Po oqLJ_.o . Q8 6.0.0.R.,..0..o .,0 3 tit .... 6.0.0.R.,..0I � 71--- �II.�0 rl.11 - t -11 II. I i ;�. I .I10 -^I111 11 ! 11 �11.. OF 6" 0 PERFORATED FTG DRAINS_"" TO STORM DRAIN PER CIVIL DWGS FOOTING PER STRUCTURAL a 0080193:°o . oa,: oo1 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. 0'-0" T.O. CONC. SLAB NORTH HALF EL. -O'-8" T.O. CONC. SLAB 1 /2" = 1'-0" OA EL. 32'-0" AFF TOP OF PARAPET VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP SEE ROOF PLAN A2.2 BOTTOM OF DECKING (VARIES) Adok EL. 23'-4" 11-1 B.O. HEADER WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM 4" PRE FIN MTL TRIM KNIFE PLATE PER STRUCT. Adjk EL. 15-5" B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J -BOX LOCATION. EL. 13'-6 1/2" 11-1 B.O. BRACKET Adi EL. 13'-4" T.O. MEZZ. FLOOR (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD FINISH 10X3 HSS CANOPY FRAME & 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" FOOTING PER STRUCTURAL WALL SECTION 1 /2" = 1'-0" HSS BEAM PER STRUCT. PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0/ EXTERIO' EATHING - TYP TPO ROOF SYTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. 6" METAL FRAMING W/R21 BATT INSULATION. VAPOR BARRIER ON WARM SIDE OF WALL & 5/8" GWB FLOOR JOISTS PER STRUCTURAL HSS HEADER PER STRUCT. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION EL. 0'-0" /T.O. CONC. SLAB NORTH HALF EL. -0'-8" T.O. CONC. SLAB / / GRID S EL. - SEE ROOF PLAN B.O. ROOF SHEATHING S EL. +22'-0" AFF B.O. HEADER S EL. +16'-0" AFF B.O. SILL WINDOWS PER WINDOW SCHEDULE / --i 10" SMOOTH FACED CMU S EL. +8'-8" AFF B.O. PROJECTED BLOCK EL. 0'-0" T.O. CONC. SLAB NORTH HALF SEL. -O'-8" T.O. CONC. SLAB 1 COURSE OFFSET EXTERIOR 10" SPLIT FACED CMU INTERIOR METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP. SEE ALSO CIVIL DRAWINGS WALL SECTION 1/2" = 1'-0» FOOTING PER STRUCTURAL -243 RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL CITY REVISIONS 1 w Q 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 O z r C4 coa CD len y = O �_ m= oaVD W M g. dl �..1 r Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Torn Jordan Sheet Title: WALL SECTIONS © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. this drawing is not 24° TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. 6X2 HSS CANOPY PURLINES 4'-3" 2'-10"/ 11 LQPE 1:/41 �.: ER FTTMINfl I 7„ 0 1 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 FACE OF HSS HEADER FACE OF BUILDING SIDING WINDOW OPENING BELOW II ii.�. ...t:� Il.. _11-1 WINDOW OPENING BELOW CANOPY PLAN 1/4"=l'-0" TOP OF PAINTED GUARDRAIL TOP OF PAINTED HANDRAIL 1 STAIR FRAMING PER STRUCTURAL NOSING CLOSED RISER IIa 41 STAIR SECTION 1 /2"=1'-0" TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES 4,-3" „ 2'-10" 7„ TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL CORRUGATED MTL ROOFING PER FINISH SCHEDULE NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING FACE OF BUILDING 11 IL 1 Go 1 0) DOOR OPENING BELOW DOOR OPENING BELOW 0 Go N CANOPY PLAN 3'-8" TOP OF PAINTED GUARDRAIL: 14/2" x 1-Y2" x Y8" HSS 1-Y" 0 PAINTED HANDRAIL. ENDS OF HANDRAIL TO TURN DOWN 1—Y2" x 1-Y" x Y" 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"=1 r-0" SLOPING WALL 42" HIGH ABOVE STAIRS, TYP. AI EL. 14'-0" MEZZANINE CONTINUE AND TURN HANDRAIL AT CORNER EL. 9'-4" T.O. LANDING STAIR LANDING: ob EL. 0'-0" GROUND FLOOR 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 nni STAIR SECTION 1-Y2" 0 HANDRAIL AT 3' 0" 1-Y2" x 1-Y2" HSS STANCHIONS BOLTED CONNECTION TO STRINGER TYP. STAIR FRAMING • PER STRUCTURAL CLOSED RISER 3'-4 1/2" PLYWOOD TREADS AND RISERS. PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. ® TOP OF RUN HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWADli , 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 TERMINATE INTO HANDRAIL ENDS TO IE WALL ja OR TURN D, TYP. no TYPICAL STAIR DTL. © BOTTOM OF RUN PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. STAIR SECTION 1/2"=V-0" STANCHION NOT REQUIRED, WHERE ADJACENT WALL OCCURS AND IS 42" OR HIGHER ABOVE STAIRS REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila - BUILDING DIVISION PAINTED HSS 1-Y" x 1-Y" x Y8" © 3'-8" 0.C. CENTER POST ON STAIR TREAD, TYP. )1 PAINTED PLATE 38 WITH (4) Y2" DIA. THROUGH BOLTS 4" 0.C. N PAINTED STAIR FRAMING PER STRUCTURAL It WASHER Y8"x 2" x 0'.2" TYP. 7\ STANCHION AT STAIR 11E ROD KNIFE PLATE WELDED TO 10" CHANNEL 4,-3" 10"x3" PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR. TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. CORRUGATED MTL ROOFING PER FINISH SCHEDULE MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING FACE OF BUILDING gLOP E 1-/4-"1117 - -II PERMIT SUBMITTAL ski it - \� o W Q T. N V. d 1,• O CANOPY PLAN 4/4"=1'-0" (1-4,443 ECEIVE' JUL 212011 PIT CENTER REMARKS PERMIT SUBMITTAL W Q T. N V. d 1,• O O z *. CO esso rami =O Job Number. 1005 Date: JULY 19, 2011 Principol in Charge: Steve Sears Project Manager: Tom Jordan Drawn By Tom Jordan Sheet Title: CANOPY PLANS BUILDING DETAILS Sheet Number: A9.0 ® 010 FiruiR•SEARS ARCHITECTS it is a reduced print. 1 ELEVATION r i I FLASHING RECESS WITHIN MTL SIDING AT MISC. PROTRUSION KNIFE PLATES & OTHER PROTRUDING EXTERIOR FRAMING PROVIDE ICE AND WATER SHIELD AROUND KNIFE PLATE PENETRATION PREFIN MTL JAMB TRIM W/ HEMMED EDGES 1/2" 2" 1/ 1" 2" / \ / SEALANT AS REQ'D AT ALL SEAMS TYP. cn w N JA ELEVATION FLASHING DETAIL 1 1/2"=1'-0" 4" WALL CONSTRUCTION VARIES, SEE PLAN PRE -FIN MTL SIDING PER ELEVATIONS PRE -FIN MTL FLASHING W/ MANUF. RECOMMENDED FASTNERS W/ NEOPRENE GASKETS AND INTEGRAL WASHERS TYP. MAINTAIN EQUAL LEGS ON BOTH INSIDE & OUTSIDE FLASHING DETAILS AS SHOWN cV 2" PRE -FIN MTL 'J' FLASHING EA SIDE PRE -FIN MTL FLASHING W/ MANUF. RECOMMENDED FASTNERS W/ NEOPRENE GASKETS AND INTEGRAL WASHERS TYP. MAINTAIN EQUAL LEGS ON BOTH INSIDE/OUTSIDE FLASHING DETAILS AS SHOWN EXTERIOR PRE -FIN MTL SIDING PER ELEVATIONS WALL CONSTRUCTION VARIES, SEE PLAN MTL SIDING DETAIL 1 1/2"-T-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 Y A 1 EXTERIOR ll PRE -FIN. DRIP FLASH W/ fI 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"=1'-0" EXTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. 3 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 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. ALUMINUM STOREFRONT PRE FIN BENT MTL TRIM 0/ 1/2" SHEATHING W/ MTL STUD BLOCKING 1'- 0" EXTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT A BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM, STOREFRONT PER ELEVATIONS (3) HEADER DETAIL 1 1 /2"=1'-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. cV INTERIOR 5/8" GWB - FINISH PER T.I. EXTERIOR PROVIDE SEALANT 0/ BACKER ROD AT EACH SIDE DO NOT OBSTRUCT STOREFRONT FRAMING'S INTEGRAL WEEPS TYP. 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. INTERIOR ° d d d SLOPE� d , d ti 8" 000°Q0/ °JO Ca o 0 WALL BEYOND ALUM STOREFRONT FIN. FLR d d 0.040. -no 40:-° 40 O 9o0 00 )90 Ro0 ISI PLAN DETAIL 12 =1,_0„ EXTERIOR PREFINISH MTL. SIDING W/ NEOPRENE CLOSURE PREFINISH MTL. BASE TRIM W/ HEMMED DRIP EDGE & CLIP 0/ BLDG. WRAP 0/SELF ADHERED MEMBRANE PRESS. TREAT. BLOCK'G. SEALANT 8c ROD CONC. CURB W/ 1" CHAMFER TYP. 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP" PROVIDE CONT SEALANT AT INTERIOR BLDG PERIMETER - TYP. SLOPE 17 ° d FIN. FLR Ca°OOo 0 00000 0° O O 00 G�; C! 8,. STEM WALL DETAIL 1 1 /2"=1'-0" 1 1/2" d EXT WALL LIGHT 1 1 /2"=1'-0" 13 INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT CMU PER PLAN PVC WATER STOP NARROW FLANGE T EXTERIOR CMU PER ELEVATIONS BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS c4) INTERIOR .b • ti Y HEADER DETAIL MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT 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 REVIEWED FOR FCODE COMPLIANCE PE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION 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. SILL DETAIL 1 1 /2"=1'_0" INTERIOR WINDOW SILL PAN MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT LEAD FLASHING, RETURN ON INSIDE OF ROOF PENETRATION AS SHOWN SEALANT 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 D 11•-ii403 CONTROL JOINT DETAIL 14 ROOF PENETRATION EXTERIOR ALL DOOR THRESHOLD EDGES SHALL BE BEVELED AT 1 VERT. : 2 HORIZ. WITH A MAXIMUM EDGE HEIGHT OF 1/2". NO THRESHOLD SHALL HAVE A TRANSITION GREATER THAN 1/2". ALUMINUM THRESHOLD SET IN SEALANT CONC. WALK OR PAD SLOPE d 1/2" PRE -MOULDED EXPAN JT MATERIAL, TYP AT BLDG PERIMETER. C,18 THRESHOLD DETAIL INTERIOR BOTTOM OF DOOR LINE OF FINISH MAINTAIN 1/2" MAX TRANSITION EXTERIOR MTL. FRAMING PER STRUCT. W/BATT INSULATION PRE -FIN MTL SIDING 0/BUILDING WRAP (WRB #1) 0/EXTERIOR SHEATHING PRE -FIN. "J" FLASHING AND TRIM PRE -FIN MTL CLOSURE TYP. SEALANT 0/BACKER ROD SHIM WINDOW AS REQ'D TYP ANONODIZED ALUM STOREFRONT WINDOWS INTERIOR 5/8" GWB EXTERIOR PRE -FIN MTL SIDING PER ELEVATIONS 0/ BUILDING PAPER 0/ EXT. SHEATHING 5/8" GWB 0/ 6" MTL FRAMING MTL CLIP HSS PER STRUCTURAL PRE -FIN MTL FLASH'G W/ INTERGAL DRIP TYP. GRID 1 PRE -FIN MTL CLOSURE TYP. LA EL (SEE WALL SECTIONS) 111-1 T.O. STOREFRONT SEALANT 0/BACKER RODS SHIM WINDOW AS REQ'D TYP. /Z,.X HEADER DETAIL 1�5 1 1 /2"=1'-0" CV i INTERIOR 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 2" / SILL DETAIL 1 1 /2"=1'-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 PRE FIN BENT MTL TRIM W/DRIP EDGE * PRE FIN MTL CLOSURE GRID J,2„ HEADER/TRIM DETAIL INTERIOR 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 1 1/2" = 1'-0" MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT INTERIOR Imo_—TC'—,-C�-l.t-^.0 'C_�-- 7.�-TC-J-'�-i�-'7t-.... +--��-�.�-7 i( 1( )( 1( )( 1( 1( )( )( 1( )( 1( )( )( 11 I I I I I I 1 I I I 11 1 I I 11 11 II II 11 II 11 II II 11 II I I II II 11 11 II 1 1 1 1 1 1 11 1 I! II II I! II 1 1 1 1 II I/ I/ 1 1 1 1 1 1 1 I II II II II 11 II II II 1 1 II II II II 1/ ( 11 )( 11 )1 )l 11 11 1( )( )( )l II )( )( 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 INTERIOR PLAN DETAIL ONION RECEIVED CITY OF TUKVVILA APR 1 7 2014 PERMIT CENTER cc 1 - cc a. CITY REVISIONS 1 CO 0 CITY REVISIONS 3 03/9/2011 07/19/2011 10/10/2011 04/07/201 ed M CA INNE CC 1 621 Cia Lid mg ▪ cz ▪ ca gc Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: BUILDING DETAILS mmo ARCHITECTS teopt 24'36 fh General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN65, 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 ROOF SNOW LOAD FLOOR LIVE LOAD (OFFICES) FLOOR LIVE LOAD (CORRIDORS/LOBBIES) II 25 PSF (I5 : 1.0) 50 PSF 100 P5F (80 P5F 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 (10 P5F SEISMIC) CANOPIES SAME AS 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, 5D5 = 0.81, SDI : 0.11 INTERMEDIATE PRECAST 5HEAR WALLS R : 4, no : 2.5,,IE : 1.0 SPECIAL REINFORCED MASONRY SHEAR WALLS R : 5, 110 : 2.5, IE : 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES R : b, ILo : 2.0, IE : 1.0 PLYWOOD SHEATHED SHEARWALLS R : 6.5, .()_o : 2.5, IE : 1.0 SEISMIC RESPONSE COEFFICIENT: C5: 0.211 DESIGN BASE SHEAR: V : 212 kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORGE ANALYSIS WIND 85 MPH, EXPOSURE "B", Iw : 1.0, Kzt : 1.0 WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) 18 PSF MAX. AT WALLS, 22 P5F GROSS UPLIFT AT ROOF WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR NALL CORNERS OR ROOF ED6E5 (EXCLUDING CORNER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 1-05 GHAPiEi 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 I5 THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDIN6 LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMON6ST ALL TRADES, INGLUDIN6 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 EN6INEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. GHAN6E5 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 EN6INEER. 8. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORA6E AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 1. SEISMIC BRACIN6 AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DE5I6NED BY A PROFESSIONAL EN6INEER REGISTERED IN THE STATE OF WASHIN6TON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND IS RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACIN6 AND ANCHORA6E. SEISMIC BRAGIN6 AND ANCHORA6E DESI6N AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 1-05. SEE GENERAL STRUCTURAL NOTE 14 FOR ADDITIONAL INFORMATION. 10. SHOP DRAWIN65 FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, OPEN WEB STEEL JOISTS, METAL DECKING, COLD -FORMED METAL FRAMING, AND EN6INEERED 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 DRAWIN65. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DE5I6N CONCEPT BY INDICATING WHICH MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESI6N DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DEFERRED SUBMITTALS, SHALL BE PESI6NED BY AN ENGINEER RE6ISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESI6NER SHALL BE A RE6ISILIKL1) STRUCTURAL EN6INEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDIN6 COMPONENT SUBMITTALS SHALL INCLUDE THE DESI6NIN6 PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE EN6INIIR OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY GALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWIN65. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDIN6 OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDIN6 COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: PREFABRICATED METAL STAIR SYSTEMS PRECAST STAIR TREADS OPEN WEB STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 31) 13. TILT -UP CONCRETE PANELS AND CONNECTION TO THE BASIC STRUCTURE SHALL BE PROVIDED A5 SHOWN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, AND SIMILAR ELEMENTS REQUIRED FOR HANDLING AND ERECTION. SHOP DRAWINGS SH0WIN6 ALL REINFORCING CONNECTIONS, BLOCKOUTS OF ALL HOLES, AND ALL FINISH DETAILS SHALL BE SUBMITTED TO THE STRUCTURAL EN6INEER AND ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED PER CHAP1LX 11 OF THE IBC DURIN6 THE PLACEMENT OF CONCRETE AND REINFORCIN6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER SHALL BE PROVIDED WITH (3) COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER. SHOP DRILL 1/4"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) GOATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL): 14. STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL ITEMS (SEISMIC DESIGN GATE6ORY D): DEFINITIONS: THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF INTERMEDIATE PRECAST 5HEAR WALLS, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS A5 SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION DEFININ6 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 EN6INEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING I5 PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION FREQUENCY IBC REFERENCE STRUCTURAL STEEL FABRICATION AND ERECTION* FABRICATION PROCEDURES ERECTION SHOP AND FIELD WELDIN6 (INCL. METAL DECKIN6) HIGH-STRENGTH BOLTING GOLD -FORMED STEEL FRAMIN6 FIELD WELDIN6 FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. PERIODIC PERIODIC CONTINUOUS (PERIODIC FOR ITEMS EXGEPitV 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 FORGE RESISTIN6 SYSTEM INCLUDING DIAPHRAGMS, 5HEAR WALLS, STRUTS, 4 HOLDOWNS CONCRETE (SEE 6ENERAL STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** REINFORGIN6 PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS REINFORCING WELDING PERIODIC (CONTINUOUS FOR SHEAR WALL, MOMENT FRAME, OR OTHER SHEAR REINFORCIN6) ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT*** CONTINUOUS CURIN6 4 FORMWORK PROCEDURES PERIODIC PRECAST CONCRETE ERECTION PERIODIC MASONRY (SEE 6ENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL 1 SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING AND WELDING OF REINFORGIN6 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 FORGE RESISTING SYSTEM INCLUDING DIAPHRA6M5, 5HEAR WALLS, STRUTS, 4 HOLDOWNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 4 TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISC 341-05 APPENDIX 0 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 ANS 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 HI6H LOAD DIAPHRA6M5) PERIODIC INGLUDIN6 TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED IGC -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 TESTIN6 SHALL BE IN ACCORDANCE WITH AGI 318-08 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. **** THE EXCEPTION FOR SHEATHIN6 FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD OR METAL FRAMIN6 ON THIS PROJECT. ARCH, MEGH, 4 ELEG ITEMS SEISMIC DESIGN REQUIREMENTS (ASCE 1-05 CHAPTER 13) PERIODIC SPECIAL INSPECTION AS SPECIFIED PER IBC CHAPTER 11 SUSPENDED CEILINGS PARTITION WALLS STEEL STORAGE RACKS 6LAZING SYSTEMS LIFE SAFETY COMPONENTS INGLUDIN6 FIRE PUMPS, EMERGENCY 6ENERATORS, 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 ANCHORA6E OF SPRINKLER SYSTEMS, FIRE PUMPS, EMERGENCY 6ENERATORS, 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 DURIN6 ERECTION AND FASTENING FOR WALLS > 15 P5F (IBG 1101.6) REQUIRED FOR ANGH0RA6E OF RACKS > 8 FEDI 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 ACKNOWLED6IN6 THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. GEOTECHNIGAL: 15. FOUNDATION NOTES: SUB6RADEPREPARATION INCLUDING DRAINA6E, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWIN65 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 A5 NOTED IN THE CIVIL DRAWINGS AND SPECIFICATIONS. ALLOWABLE 50IL PRESSURE 2,500 P5F LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PGF SOIL PROFILE TYPE SITE GLASS E 6EOTEGHNIGAL REPORT RErCRENGE: REPORT BY GEOTEGH CONSULTANTS INC., 50ILS REPORT JN10208 DATED SEPTEMBER 1, 2010. ALLOWANCES: 16. MISCELLANEOUS OPENING ALLOWANCE: THE CONTRACTOR SHALL REINFORCE ALL OPENIN65 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 AS REQUIRED AN ADDITIONAL 150 LINEAR liar OF ANGLE 5x3x1/4 AND 15 LINEAR 1-EET OF ANGLE 4xSx1/4 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 D FOUNDATION PLAN 52.2 BUILDIN6 D ROOF FRAMIN6 PLAN REVIEWED furCt WOE two: of c l..i . Other The project applitant reeporstibto sof appowthi. aad' goevning eartharity. this miter dues ,moi the:responsibility Ills o jurisdiction and t * haw of III Jorildiotiod l�2 1► T�r■�7 �wrbMrwwr e: ei REID MI '°F° INC. Code Acetyl Onaseltact M1 to nth the laws est 1 12)-1'5 53.1 TYPICAL CONCRETE DETAILS 53.2 CONCRETE DETAILS 53.3 CONCRETE DETAILS 53.4 PANEL DETAILS 4 PANEL CONNECTION DETAILS 53.1 BUILDIN6 D PRECAST GONG. PANEL ELEVATIONS 54.1 TYPICAL MASONRY DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.2 TYPICAL STEEL DETAILS 55.3 STEEL DETAILS 55.4 STEEL DETAILS 55.5 BRACED FRAME DETAILS 55.6 BRACED FRAME DETAILS 55.1 CANOPY PLAN 4 DETAILS 56.1 SHEAR WALL SCHEDULE 4 DETAILS 56.2 STAIR PLANS 4 DETAILS 51.1 TYP. NON -LOAD BEARING METAL STUD DETAILS 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE r r CV 0 co 1 1 1 I 1 d r N CI d' IA CO A 1- 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 BIM 1 Clig 6411441 ein COD C/9 tea. igg en CC • 4#3 elt CC M bid O er1= Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .1 FULLER°SEARS ARCHITRCT• 1 General Structural Notes 1 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 ICC -ES REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT" A5 MANUFACTURED BY SIMFSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICG -E5 REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET IGC -ES AGGEPTANGE CRITERIA AG113. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: 1/2"0 EXPANSION BOLTS 3-7/8" 5/8"0 EXPANSION BOLTS 5-1/8" 3/4"O EXPANSION BOLTS 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 N0. 1385 AND MANUFACTURER'S INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA ACO1. SPECIAL INSPECTION I5 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. 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 <MSN -105> AT HEAD JOINTS. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 11. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITN RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERWISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICG -E5 REPORT N0. 1111. MINIMUM EMBEDMENT IN GONGRETE SHALL BE 11" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20. EPDXY-6R0UTED 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 AGGORDANGE WITH ICG -ES REPORT NO. 2508, INGLUDIN6 MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500-5D" A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICG -ES REPORT N0. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDICATING EQUIVALENT OR 6REATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET IGC. -ES ACCEPTANCE CRITERIA AG308. 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 GUT REINFORGIN6 OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE: 1/2"4) ROD OR #3 BAR 4" 5/8"4) ROD OR *4 BAR 5" 3/44) ROD OR #5 BAR T" 1"4) ROD 0R #6 BAR 1" 1-1/4"0 ROD OR #1 BAR 12" #8 BAR 15" 21 EPDXY-GROUTED RODS OR REBAR TO MASONRY OR UNREINFORCED BRICK MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY-TIE ADHESIVE" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH IGC -ES REPORT N0. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA (AC58 FOR NEW MASONRY APPLICATIONS, ACED FOR UNREINFORGED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRIGK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN BRIGK MASONRY 4 HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING OR ROTO -HAMMER UNLESS NOTED OTHERWISE. EPDXY &ROUTED 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 - DD NOT CUT REINFORGIN6 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" 5/8"(1) ROD OR *4 BAR 3/4"0 ROD OR #5 BAR T" 511 22. CONCRETE SCREW ANCHORS SHALL BE "TITEN HD" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC -E5 REPORT N0. 2113 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 IGC -ES ACCEPTANCE CRITERIA AC113. SPECIAL INSPECTION I5 REQUIRED FOR ALL CONCRETE SCREW ANCHOR INSTALLATION. CONCRETE SCREW ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR EXPANSION BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6INEER. NOTIFY EN6INLLR IF SCREW ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. CONCRETE: 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1105 AND AGI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: TYPE or CONSTRUCTION A. CONCRETE EXPOSED TO NEAT 28 DAY STRENGTH EXPOSURE GLASSES (f'c) (AGI 318-08 TABLE 4.2.1) -ER 4,500 P5I MIN. (F1, 50, P0, 01) B. CONCRETE EXPOSED TO EARTH 4,000 P5I MIN. (Fo, 50, P0, 01) (FOUNDATIONS, BASEMENT WALLS, ETC.) G. ALL OTHER CONCRETE 4,000 P5I MIN.* (F0, 50, P0, CO) (UNLESS LISTED BELOW) * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF GEMENT, GEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL A5 THE WATER -GEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AGI 318-08, CHAPTER 5. REVIEW OF MIX SUBMITTALS BY THE EN6INEER 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 A6I5, GRADE 60, fy = 60,000 P5I. GRADE 60 REINFORGIN6 BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A10&. REINFORGEMENT COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDIGATIN6 CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4-18 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, DUCTILE FRAME MEMBERS, AND IN WALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A106. ASTM A615 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STREN6TH 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 A185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE GONFORMIN6 TO ASTM A615, GRADE 60, fy = 60,000 P5I. 25. REINFORCING STEEL SHALL BE DETAILED (INGLUDIN6 HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315-11 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 20/S3.1 . 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 OTHER', APPROVED BY THE STRUCTURAL ENGINEER. 26. CONCRETE PROTECTION (COVER) FOR REINFORCIN6 STEEL SHALL BE A5 FOLLOWS: ISE NOTED ON THE DRAWINGS OR FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW 6ROUND) 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) 6REATER OF (BAR DIAMETER PLUS 1/8") or . . 3/4" 21. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE USED WHERE NOTED ON THE DRAWINGS OR SPECIFICATIONS. ADD FIBERS TO THE CONCRETE MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 28. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWIN65 FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWIN65 FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 21. BONDIN6 AGENT SHALL BE "CONGRESIVE LIQUID LPL" BY GHEMREX, 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. 6ROUT STREN6TH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT I5 PLACED (6,000 P5I MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM 010, LAID IN A RUNNIN6 BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1100 PSI. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. &ROUT SHALL CONFORM TO ARTICLE 2.2 OF TM5602-08/ACI530.1-08/ASCE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STREN6TH OF 2,000 P5I AT 28 DAYS, DESIGN F'm = 1500 P5I AT 28 DAYS. STREN6TH 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 TESTIN6 FOR EACH 5000 SQUARE FEET OF WALL DURIN6 CONSTRUCTION. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS (SOLIDLY 6R0UTED) *5 ® 32"oc. VERT. (2)#5 ® 48"oc. HORIZ. (SEE 16/54.1 ) 10" WALLS (SOLIDLY 6ROUTE1) #5 @ 16"oc. VERT. EA. FACE (2)#5 # 48"oc. HORIZ. (SEE 16/54.1 ) IN ADDITION, PROVIDE (1)#5 VERT. AT FREE 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 REINFORGIN6 DEVELOPMENT AND LAP SPLICE SCHEDULE. FILL ALL CELLS GONTAININ6 REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW 6RADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS GONTAININ6 REINFORCEMENT FOR POURS GREATER THAN 5.33 FEET IN HEIGHT (MAXIMUM SPACING OF GLEAN0UT5 SHALL BE 32"oc FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE WITH AGI 530.1-08 TABLE 1. MAXIMUM HEI6HT OF 6ROUT LIFTS I5 5.33 FEET. STEEL: 32. STRUCTURAL STEEL DE5I6N, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.5.0. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS -ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDIN65. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRID6E5, ADOPTED MARCH 18, 2005. IN REFERENCE TO SECTIONS 3.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESIGN DRAWINGS) SHOW COMPLETE CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESIGN -BUILD ITEMS. ALTERNATE CONNECTION DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWINGS. IN RLIIRENGE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND 6ALVANIZIN6 REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -ON FIREPROOFIN6 SHALL NOT BE PAINTED. PO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND 6ALVANIZIN6 IN FIELD PRIOR TO WELDING. IN REFERENCE TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS 60VERN. IN RLTCRENGE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA RE6ULATION 21 GFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR 6UYIN6 GABLE ATTACHMENTS, TEMPORARY JOIST BRAGIN&, ETC. SHALL BE ADDED A5 REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRAGIN6 AS REQUIRED PER SECTION 1126.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. B. G. D. E. F. 6. H. WIDE FLANGE AND WT SHAPES PLATES, AN6LES, CHANNELS, AND RODS PLATES (NOTED 6RADE 50 ON DRAWINGS) PIPE MEMBERS STRUCTURAL TUBIN6 (H55 - SQUARE OR REGTAN6ULAR) ANCHOR BOLTS OR ANCHOR RODS CONNECTION BOLTS THREADED RODS FOR EPDXY 6ROUTED CONNECTIONS SPECIAL SHAPES (NOTED GRADE 36 ON DRAWINGS) ASTM SPECIFICATION A112 A36 A512 A53 (TYPE E OR 5, &RADE B) A500 (6RADE B) F1554 (6RADE 36) A325 -N A36 OR A307(6RADE G) A36 50 KSI 36 K5I 50 K5I 35 K5I 46 K5I 36 K5I 36 KSI 36 K5I 34. STRUCTURAL STEEL, INGLUDIN6 PLATES, ANGLES, CHANNELS, AND RODS, SHALL CONFORM TO ASTM A36, Fy = 36 KSI. WIDE FLANGE AND WT STEEL SHAPES SHALL CONFORM TO ASTM A112, Fy = 50 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING (H55) SHALL CONFORM TO ASTM A500, 6RADE B, Fy = 46 K5I. 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 BRID6E5, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAI&HTENIN6 PROCESS. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.5.0. 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 ERCGTION REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL. 31. BOLTS IN CONNECTIONS NOT SPECIFIED A5 SLIP -CRITICAL NEED ONLY BE TIGHTENED TO THE 5NU6 TIGHT CONDITION. THE SNUG TI6HT CONDITION I5 DEFINED A5 THE TIGHTNESS THAT EXISTS WHEN ALL FLIES 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, LeJEUNE TENSION CONTROL BOLTS, ETC.), AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR GLASS A FAYIN6 SURFACES. 38. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRE1L OR MASONRY SHALL BE A5 FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS: ANCHOR TYPE CAST -IN-PLACE ANCHOR BOLTS EXPANSION BOLTS EPDXY GROUTED BOLTS MAXIMUM HOLE DIA. OVER NOMINAL BOLT DIA. OTHER THAN COL. BASE PLATES COL. BASE PLATES 1/16" * TABLE 14-2 OF AISG 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 EN6INEER. 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 AISG STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR CODE NCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION V 11 P,II 111 �V�IL 1 _ L 7l RID MMMIDDLETON, INC. REMARKS PERMIT IT SUB ITTAL 1 1 1 1 . UJ 0 T: r 0 N o m I I I 1 1 C5 r N CO I' 11) CO 8 attls3i<Ssbiigtafl111 Ta1.214. i2.‘171 Fsx.2U.N2.64 3 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 1 rmco "eft Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager TJG Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .2 © 4010 FULIFR•SEARS ARCHITECTS 1 General Structural Notes 1 (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) 31. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRID6IN6) 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 MISG. 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 BRIDGIN6 AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE PLAN NOTES FOR UPLIFT FORGES) CONTRACTOR SHALL COORDINATE BRID6IN6 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'-01' OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-011 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) 1/21" 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 INHERE 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 EN&INBER, STATE OF WASHINGTON (REGISTERED STRUCTURAL ENGINEER, STATE OF WASHINGTON, IF REQUIRED BY BUILDING OFFICIAL). 40. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.5.c. AND A.W.5. STANDARDS AND SHALL BE PERFORMED BY W. A.B.O. CERTIFIED HELPERS USING E70XX ELECTRODES. ONLY PREQUALIFIED HELPS (AS DEFINED BY A.W.5.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD YIELDED, 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 NITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL HELPS SHALL BE MADE WITH A FILLER WELD METAL THAT HA5 A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT. -LBS. AT 0 DEGREES F, A5 DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 41. METAL FLOOR AND ROOF DEGKIN6: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED IGC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DEGKIN6 SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 42. GOLD -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 SGAFCO CORPORATION, SPOKANE, A. 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 IGC -ES REPORT N0. 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.S.I. "SPECIFICATION FOR THE DESIGN OF GOLD -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 (GPL'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 NITH 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 NELDIN6, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE 53L SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE D2L ANCHORS BY NELSON STUD NELDIN6, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMIN6 TO ASTM A-416. AT NON-BRACED/MOMENT FRAME AND NON -STRUT CONNECTIONS, A106 GRADE 60 REINFORCING BARS OF AN EQUAL DIAMETER AND LEN6TH OF THE SPECIFIED D2L's MAY BE USED PROVIDED THEY ARE WELDED TO THE SUPPORTIN6 STEEL IN ACCORDANCE WITH THE TABLE BELON: BAR SIZE #4 #5 #6 ALL-AROUND FILLE-T WELD SIZE 5/1611 3/8" 1/161" WOOD: 45. FRAMIN6 LUMBER SHALL BE KILN DRIED OR MG -11, AND GRADED AND MARKS IN CONFORMANCE WITH W. G.L.B. STANDARD GRADING RULES FOR NEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) (3x AND 4x MEMBERS) BEAMS AND STRIN6ERS: (INCLUDIN6 bx AND LAR6ER MEMBERS) POSTS: (4x MEMBERS) (bx 4 LAR6ER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR N0. 2 MINIMUM BASIC DESIGN STRESS, Fb = 100 P5I, Fv = 180 P5I, E = 1600 KSI DOUGLAS FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fb = 1000 P5I, Fv = 180 P5I E = 1100 KS1 DOU6LAS FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fb = 1350 P5I, Fv = 110 PSI, E = 1600 KSI HEM -FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fc = 1350 P5I, E = 1500 KSI DOU6LAS FIR NO. 1 MINIMUM BASIG DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI DOUGLAS FIR NO. 3 0 STUD 6RADE MINIMUM BASIG DESIGN STRESS, Fb = 525 P5I, E = 1400 KSI Fc = 115 P5I, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 4 TENSION STRESS CRITERIA. 46. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGIN6, BLOCKING, BLOGKIN6 PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRID6IN6 SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH EN6INCCRED HOOD I -JOISTS PROVIDED. DE5I6N SHOWN ON THE DRAWIN65 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 REVIEN AND APPROVAL BY THE ARCHITECT AND STRUCTURAL EN6INEER. A CURRENT NER OR IGC -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL EN6INEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 23 PSF THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOI.ST5 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 HAN6ERS SHALL BE 'MIT' SERIES, UNLESS OTHERWISE NOTED. 41. ROOF, FLOOR 4 WALL SHEATHIN6 SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (OSB) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOG P5 1-01, P5 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, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE GONFORMIN6 TO APA SPECIFICATION AF& -01. 48. ALL PRESSURE -TREATED (P. T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE &ROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (5BX) WITHOUT No5102. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE GA -B (HEM -FIR ONLY), OR AL<ALINE COPPER QUAT (AGQ-G FOR DOUGLAS -FIR, OR ACO -D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIAGAL COPPER ZING ARSENATE (AGZA) 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-IMPRE6NATED BUILDIN6 PAPER BETWEEN UNTREATED LEDGERS, BLOCKIN6, ETC., AND CONCRETE OR MASONRY. 41. TIMBER CONNECTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, A5 SPECIFIED IN THEIR GATAL06 N0. C-2001. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL EN6INEER. A CURRENT ICG -ES 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 EN6INEERIN6 COSTS RELATIN6 TO REVIEW AND/OR RE-DESI6N 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 A5 SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN HOOP MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIM5 SHALL BE SEASONED AND DRIED AND THE SAME 6RADE (MINIMUM) A5 MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT No5102 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS GAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B615, GLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED NITH GALVANIZED CONNECTORS. 50. WOOD FRAMING NOTES: THE FOLLONIN6 APPLY UNLESS OTHERWISE NOTED ON THE DRANIN65: A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILIN6 SHALL CONFORM TO IBC TABLE 2304.1.1 OR CURRENT IGC -ES REPORT NER-212. COORDINATE THE SIZE AND LOCATION OF ALL OPENIN65 WITH MECHANICAL AND ARCHITECTURAL DRANIN65. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARIN6 ON WOOD. INSTALLATION OF LA6 SCREWS SHALL CONFORM TO 2005 ND5 SECTION 11.1.5, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. B. NALL FRAMIN6: TNO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROU6H FLOOR SPACES TO SUPPORTS BELON. ALL STUD WALLS SHALL HAVE THEIR LONER WOOD PLATES ATTACHED TO WOOD FRAMIN6 BELOW WITH 16d NAILS AT 12"o0 STAGGERED OR BOLTED TO CONCREIL WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-01"oc PER IBC SECTION 2508.6 (EMBED I"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.221" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF4PA 57115-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16d ® 12"oc STA6GERED. G. FLOOR AND ROOF FRAMIN6: 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 BLOCKIN6 AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TNO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d @ 12"oc STA66ERED. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH 6RAIN PERPENDICULAR TO SUPPORTS AND NAILED A5 SHOWN ON THE DRAWINGS. INSTALL APPROVED PANEL ED6E CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING ED6E5. ALL FLOOR SHEATHIN6 ED6E5 SHALL HAVE APPROVED TONGUE-AND- 6ROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPAGIN6 AT ALL PANEL ED6E5 AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d ® 121"oc. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKIN6 AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. 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) G516 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOGKIN6 MEMBER WITHIN THE BUILDING. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS 8d 10d FRAMING NAILS 0.131" x 2 1/4" 0.148" x 2 1/2" 10d 0.1481" x 3" 16d 0.148" x 3 1/4" REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 51. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT N0SI02, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. 1 1 rfE V 11 E NJ ii , i.:., iI !i '1 i i 1J ,) R E I D IMI D DLE TO;N, INC. a 5 8 REMARKS PERMIT SUBMITTAL 1 DATE r r 0 N 0 CO I 1 2 Ili tI.,T3shigtwf hIl Tel.2U. 4 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 1A 206/343.0460 SEATTLE, WA 98101 F: 206/343-0691 1ri CIO bid Aar 142 rami CM COEIC ca itiCa CD x CD am = 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 4010 FULIER•SEARS ARCHITECTS 0 CN 9- cy (D) 201'-6" 24'-1" 16I-8" 331-4" 33'-0" 21'-0" 21'-4" 16'-8" 24'-1" 5EE PARTIAL PLAN - THIS SHEET FOR MEZZANINE FRAMING I I'-0" P-2 P-3 P-4 20/53.2 P-.5 P-8 20/53.2 F- I 0 P -b 31-0" 3'-0" 1 d- 16'-8" 1. rA .i .1 to 51_0" 8" GML r - H 1 11 11Il 453/54-11 1 -1 Ii .2 4/56.1 %/////////A STAIR FRAMING PER PARTIAL. PLAN OF 20/56.2 b+°c -I'-6" %4 SLAB -ON -GRADE PER PLAN NOTE I $ 2 REFERENCE EL.=O'-0" DATUM EL.=25.11' O ;r BLOCKOUT GMU WALL A5 READ. TO INSTALL BRACED FRAME BASE It. GROUT BACK SOLID 6/53.1 _21_2" 1..511 I%/////i/ %//////.%////A 110/533 I Ai -1 - zexezzzi I%//////%///// 1 1 0- 3'-0" 1 51-0" S" GMU .05 =woo eA 4/56.1 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TVP. MEZZANINE FRAMING 1/8" =1'-0" 20/54.1 MJ. 11_8" PLAN OTS: V O '-0 4'-0 4 9 _21_2" 0 0 (n M J. 21_4" 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 PILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAINS 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 PLACE SUITABLE COMPACTED FILL A5 DIRECTED BY GEOTECHNICAL ENGINEER WHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. LEGEND' x' -x" high 1 low TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION STEP IN TOP OF SLAB FOOTING MARK PER 20/53.3 STEP IN FOOTING PER 12/53.1 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 MASONRY LINTEL PER 1/54.1 HIGH LOAD CONNECTION PER 10/55.2 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH 18/53.1 . 5. THE FLOOR SYSTEM CONSISTS OF 3/4" GYPGRETE TOPPING OVER 3/4" T46 SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ IOd @ b"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ I0d @ 12"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-0I. 6. AT AREAS INDICATED A5 BLOCKED DIAPHRAGM, PROVIDE 2x FLAT BLOCKING (PER GENERAL STRUCTURAL NOTES) AT ALL UNFRAMED PANEL EDGES. NAIL Si-EATHING AT ALL PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOGKING,AND EXTERIOR 5HEAR WALLS BELOW W/ (2) R01^15 OF IOd @ 5"oc, EACH ROW STAGGERED. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR 5HEAR WALLS BELOW kW (2) ROWS OF IOd @ 4"oc, EACH ROW STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ IOd @ 10"oc. SEISMIC FORCE RESISTING SYSTEM LEGEND' SEE GENERAL STRUCTURAL NOTE 14. MASONRY 5HEAR WALL THIS LEVEL SHEAR WALL THIS LEVEL PER SCHEDULE OF 20/56.1 BRACED FRAME PER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.1 yVx GMU WALL PER 16/54.1 HOLDOWN THIS LEVEL PER SCHEDULE OF 1/56.1 BLOCKED DIAPHRAGM PER PLAN NOTE 6 5W -x SF -x i'X HD 11/54.1 SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING II1_O" J ry 5W-3 _r- B lel 15/53.2 1T 15/53.2 16'-8" 24'-1" eit 1/55.3 OPP. WI6x26 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 20/55.2 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TVP. MEZZANINE FRAMING 'r. --\''',It' lVjj±i li/'l 1__ ' iij TVPLi �i. ---- I 1/8" =1'-0" REID MIDDLETON, INC. I / 2°4111.3 FOUNDATION/FLOOR FRAMING FLAN 5 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE 6/10/2011 1 1 1 1 1 Id r N CO d' 10 CO 1411 Feud Ars.. kits IU Suttl..Tluligtwf1111 Td.2H.a2.1170 Fix.2U.U2.14 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET • SUITE 300 P: 206/3434460 SEATTLE, WA 98101 F: 206/343.5691 la CCI CA CC C/3 CC CO 1 CC '3 14 MA co go in 44 cm CO CID M lOwn Job Number. S101203-02 Dote: JUNE 10, 2011 Principal In Charge: Protect Manager. Drawn By. JEC TJG MRM Sheet Title: BUILDING D FOUNDATION PLAN Sheet Number. S2.1 2010 RIM= ARCHITUCT$ 0 9- 15/55.2 13/55.4 I I 24'-111 18/55.4 4 5x5x3/8 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 1#18 CONDITION 16'-8" 33'-4" 33'-0" SKYLIGHT PER ARCH'L TYP. SEE DETAIL 2/55.1 FOR SUPPORT FRAMING T.O. STEEL EL.=2T-11/4" 21'-O" u II II T.O. STEEL 21'-4" 10/55.1 4/55.4 16'-8" REINF. DECK OPENINGS PER 3/55.1 4 5/55.3 No - 8/55.3 18/55.4 W14x22 [21'4)4" do O do -- 11/55.4 [H] 4 5x5x3/8 3/55.1 1 WI4x22 1 26'-6 81 NOTE 8 0 4 do - O do --I 4 WI4x22 15/55.4 WI6x26 WI4x22 26'-6 8II 0 N 18/55.1 0 0 15/55.3 : r- 4 4 0 -0 32G5N6.6K 11/55.4 [H] -.10x15.3 [26'4/21 5/55.4 11/55.3 0 -0 0 32G5N6.6K 20/55.1 PLAN NOTES' r X 4 14/55.4 SIM. /, NOTE 32G4N8.1K X 0 -0 32G4N8. 1/55.4 K 4 (fl do 0 O do N do 4 WI4x22 do 10/55 CANOPY FRAMING PER PARTIAL PLAN 5/5.3 _J 8/55.3 OPP. 20/55.4 I. ROOF DECKING SHALL BE 11/2" DEEP. SEE 5/55.1 FOR PROPERTIES AND ATTACHMENT REQUIREMENTS. 2. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED A5 WELL A5 MEGHANIGAL EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS AS 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 $ 18/55.1 . 4. SEE METAL DECKING NOTES FOR SPECIAL CONNECTION REQUIREMENTS AT STRUTS. 5. STEEL JOISTS SHALL BE SPACED EQUALLY A5 SHOWN, U.O.N. 6. SIZES OF MEMBERS OF BRACED FRAMES APPEAR ON BRACED FRAME ELEVATIONS. 1. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR THE UNIFORM LINE LOADS INDICATED CN PLAN (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS. IN ADDITION, DESIGN FOR SUPERIMPOSED CONCENTRATED LOADS INDICATED ON THE DRAWINGS AND AND NET WIND UPLIFT FORGE OF 1 FSF. 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 5x5x3/8 CONNECT 4 TO ROOF FRAMING $ EA. OTHER PER 3/55.1. SUPPORT DUCT OPENINGS IN THE ROOF PER 365.1 . 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 T.O. STL. 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 5HEAR WALL THIS LEVEL BRACED FRAME FER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.1 DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE!. 0 -0 0 m 4 [21'-0/4111 15/55.4 OTE 18/55.1 14/553 T.O. STEEL 11/55.3 16/55.4 CI0x15.3 [26-11/2"] 11/55.4 [H] OPP. WI4x22 [21'-01 4"1 4 5x5x3/8 3/55.1 WI4x22 18/55.4 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION 0 63 WI 22 13/55.4 [26'43/8111 /55.4 4 5x5x3/8 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. FER 14/55.2 W8 CONDITION [26 20/55.2 [L] 12/55.4 [HI 3/ 11 i1EID IVIIDDLET ON INC. ROOF FRAMING FLAN 1/8" =1'-0" REMARKS PERMIT SUBMITTAL 1 1 1 DATE T.. r O N c._.) zz co. illi r N t d' M m P 8 1411 hard Ara., Saito 134 Sattla.W ihigta 11111 Ta1.2K.412.4171 W.244.112.4413 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 1 2e cc 'CC 3 I= Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: Project Manager Drawn By. JEC TJG MRM Sheet Title: BUILDING D ROOF FRAMING PLAN Sheet Number. S2.2 © 2010 FULLER•SEARS ARCNITICTI REMARKS r #4 2�4 r 24 #4 24"oc 1 I SLAB * REINF. SLAB 4 REINF. PER PLAN PER PLAN 14" x 2" SAWGUT OR PRE-MOLDED3/4"� I6" SMOOTH DOWEL 14"x 2" SAWGUT OR PRE -MOLDED WO 16" SMOOTH DOWEL CONTRACTION W/ SEALANT EDGES JOINT - FILL (NO RADIU5 = ALLOWED) `�' x BAR ®12 "oc, GTRD. SLAB AND BELOW LUBRICATE ONE END, IN CONTRACTION JOINT - W/ SEALANT TVP. EDGES JOINT - FILL (NO RADIUS = ALLOWED) x BAR 12"oc, GTRD. a SLAB AND BELOW JOINT LUBRICATE ONE END, IN - TVP. x-1® ID SEE ARCH'L FOR NCO x @ 18"oc V 11.IIIIII%. t0 < SLAB -ON -GRADE PER PLAN FINISHED GRADE LOCATIONS OF DEPRESSED SLABS EA. NOSE (I)#4 •`� • • • t i �•� �.'..•�° ..-0 •...v.v.. A. • , 017.;.--=III _ _ ° •• �: ��� e/�....0%.•••oma. °• \ o �� ;:�% 4:'/jam SLAB -ON -GRADE DEPTH OF DEPRESSION I I = I 11).17=1=1 11= _ _ _ = I —111 PER PLAN PER ARGH'L II -11=11-11 REINFORCING SHALL SLAB REINFORCING SHALL • =11=11 Ilt�lll *•74 .����� z #4 "oc ` 11-11 °..,k;•,;. : °f ''"''-'�°° r _LAB z 1.5 t MAX.MAX NOT PASS THRU JOINT NOT PASS THRU JOINT ®18 E.W. Intl! ► i 1 i I. t Npe � I 1 o •'�il � � CRUSHED ROCK BASE PER • +' ' PREPARE SUBGRADE PER SPECIFICATIONS PREPARE SUBGRADE PER CRUSHED ROCK BASE PER``ii,,�;� SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS CONSTRUCTION JOINT CONTRACTION JOINT CONSTRUCTION $ CONTRACTION JOINT () '°����,.�T,o ����� `� (I)#4 GOVT. TOP BOT. • C ° , B � �— �.•O( fi ° o �_• •-_•�_°o_go°�—°• • � I I� I I � 11i � i l l� l l l II I'-0" I 111 11 � I NOTE: L� / / 3004 2 / MIN. 3003 3 CONFIGURATION OF STAIR (INCLUDING TREAD (2)#4 BOTTOM AND RISER DIMENSIONS) PER ARCH'L 6" MIN. 3006 TYP LEGEND: REVIEWED FOR CODE COMPLIANCE I GAL SLAB PLACEMENT SEQUENCE APPROVED SCALE: 3/8"=11-0" APR 17 2012 • Ci of Tukwila City _ 1 SLAB-ON-GRADE(I) PER PLAN (2)#4 1 #3 TIES AND CROSS -TIES PIER #5 @ 10"oc (WHEN PIER WIDTH SECTION EXCEEDS 24" USE NORMAL HORIZ. REINFORCING) BUILDING DIVISION { � SLAB STRIPS CAST FIRST x 4'-0" EA. FACE DIAGONAL AT EACH NOTES: 0— • _ _ INFILL STRIPS ,}* �.EP { �" * { CONT. CORNER• 1. REINFORCING CONCRETE WALL PLANS SHOWN 15 MINIMUM. SEE AND WALL ELEVATIONS FOR LOCATE COLUMN ISOLATION CONTRACTION JOINT JOINTS PER 13/53.1 AT• CONSTRUCTION/CONTRACTION 1.1 l ADDITIONAL REQUIRED REINFORCING. 1 Ia czi - CONSTRUCTION 4 CONTRACTION JOINT INTERSEGTONS 3 : .M 1,.. , l IE idi Vi fly M .M i • i . i _ , i i { IY #R;f (i . M , , M a a a 2. PROVIDE FOR ANY OPENING SIX SQUARE (I)#5 EA. FACE AROUND FEET OR LARGER UNLESS OTHERWISE NOTED OPENINGS EXTEND PIER 143x MAX. AREA PER PLAN NOTES { x - d a 1 I x M I ,Ita { - < ON THE DRAWINGS. ®2oc o BARS 2'-0" BEYOND • LWIDTH OPENINGS (I)#5 EA. FACE AT 3. FOR WALLS THICKER THAN 8 USE #6 #5 .1' i •:�- „°°� 11 •x . 01•. W.I.�.• o BARS IN LIEU OF BARS SHOWN. 11 dl I = = I CENTERLINE OF PIER (OMIT AT PIERS 12" OR LESS IN WIDTH) 3007 8 /t+2"/ 3005x 6 3002 10 GORNER MATCH BARS TO HORIZ. REINF. CORNER CR055 (ALT. HOOKS) MATCH BARS TOADDL. WALL HORIZ. REINF. 3'-0" MIN. / MINIMUM STRAIGHT DEVELOPMENT LENGTH( I d) MINIMUM EMBEDMENT LENGTHS (I dh) FOR STANDARD END HOOKS / CONCRETE OR CMU WALL0 O � _ _ A. for general f c - 3000 P51 f c -4000 to 5000 P51 9 (I)#5 DIAGONAL AT CONCRETE• WALLS ONLY - BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c - 3000 PSI f'c = 4000 to 5000 P51 �� ��11" 15" # 3 6" 6" #3 22 17 # 4 2�" 22" 25" la" # 4 8" -ill # 5 36" 28" 31" 24" # 5 1011 1" 6 43" 33" 31" 21" # 6 12" 10 1. II II #� 14" 12" # 7 63 48 54"42" # 8 72" 55" 62" 48" # 8 16" 14" # q 81" 62" 70" 54" # 1 18" 15" #10 11" 10" 71II 61" # 10 20" 11" -+-"TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF I. 510E COVER MUST BE EQUAL TO OR GREATER THAN 216". CONCRETE GAST BELOW THEM. 2. END COVER FOR 10° HOOKS MUST BE EQUAL TO OR GREATER THAN 2". IF CLEAR CONCRETE COVER 15 LESS THAN lx THE DIAMETER OF STEEL COLUMN PER PLAN �� • _ _ 1 I I I a# X o °=I1= -11a11 ° i'' • NORMAL FOOTING WALL OR • • REINFORCING - a\ J I I 11-11— II = I I I1— -1 I I I ii ADDL. BARS TO ADDITIONAL VERT. BARS FOOTING• PER PLAN. • • %2" . ' MATCH NORMAL REINFORCING ISOLATION JOINT AROUND COLUMN, n� .1 I'm GAL o CONSTRUCTION/CONTROL PLAN VEIN 3008 11 I I I d 1 I = i I =1 i = a =1 I III < THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTE: USE TABLES IY 4 V BELOW ONLY WHD SPECIFICALLY INDICATED ON DRAWINGS. NORMAL FOOTING REINFORCING LINE OF EXCAVATION 3009 12 PLAN vii JOINTS PER 10/53.1 3010 13,--4-0 MINIMUM LAP SPLICE LENGTHS (IS (GLASS 5) MINIMUM STRAIGHT DEVELOPMENT LENGTH (I d) BARS IN COMPRESSION — f 1c _ - = 3000 P51 f c 4000 to 5000 P51 Is) 0FOR BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f 1 > 3000 P51 --"TOP # 3 28" 22" 24" 11" # 3 # 4 37" 21" 33" 25" # 4 # 5 41" 36" 41" 31" # 5 # 6 56�H 43" 41" 37" # 6 #7 81 63 71 54 #7 # 8 13" 12" 81" 62" # 5 # 1 105" 51" 11" 70" # 1 # 10 118" 11" 102" 11" #10 BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN Ix THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPAG I NG 15 LESS THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. °$" I all II" h. 14" I l� I 1-1"�� I J 20 u 22" 25" REID 28" `- 1 / 2=:+3 _ I it, �,1� ----------- -- irl L MIDDLE ��-...� , _�_' ION, 1s �C.,. 3000 218160 —4-- . CONCRETE • . ':>. S o • . D • OR CMU WALL • .• '. • R 0 •• D_ N ••• ••• . • .• • d v < 11=11=11=II=11� II-II=II-II � �(� II=11= II -II =11=II=11111 II -II [r v U o m = o Q O I- e. ti 1 — — = � _ \ PIPE SLEEVES AS O o EXCAVATION NOT O READ. - ADJACENT m ALLOWED BELOW o _ _ e _ PENETRATIONS SHALL THIS LINE 1 BE SPACED A MIN. OF (4) DIAMETERS ON I'-6" MIN. CENTER UNLESS OTHER- 2'-0" MIN. / / WISE APPROVED BY THE / STRUCTURAL ENGINEER I / 3001 I REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE El" Al 0 ID r NCO V 1A t0 F v W F 0 4 1411Feud Rn.,Slits 131 Suttl., zkigtal111I L1.2H.412.4171 Fu.1U.412.443 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 2061343.0460 SEATTLE, WA 98101 F: 2061343.0691 M CA 1 m9 CO "Oer CED US kW O Q 00CC 44 M = Fle 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 © 9010 FULLER•SEARS ARCHITECTS 1 r 2 1 1 1 STEM REINFORCING FOOTING REINFORCING 1 H 51 is 52 tf VERT. HORIZ. TOP LONGIT. el. per arch'I 1 I 1 1 O r N Mit RA CO ;,,,i 11=11=111E1111 el. = 0'=0" SLAB $ REINF. UP TO 5' ci" 8" I'-6" 12" #4 ® 18" #4 ® 12" #5 ® 12" (4)#5 0..=11-11 ���� PER 1/53.2 24 .° =, 05 X24 n® I6"oc '' NP' 6 I 11 II 1 11 12" n 12" 12" a 8 I-6 #4 ® 1S #4 ® #5 ® (4)#5 PLACE CONTROL �� JOINTS ®40-0 oc MAX. AT WALL W/ . J.. a o PROVIDE FREE -DRAINING /MAThR1ALASSPEGIFIEP 1'I -0 8 2 -0 12 #4 ®10 #4 ®12 #5 ®12 (4)#5 SMOOTH DOWELS PER CIVIL DRAWINGS � SPECIFICATIONS TO MATCH HORIZ. • / / � • ���- 8' I' -O" 8" 2'-O" 12" #5 ® 12" #4 ®12" #5 ®12" (4)#5 REINF. (GREASE ONE END) �:.: �s> •-�:A•�Y: aid Oqi 11 - �� •.il.: lam o ��o z �� :T��.�'%nim . -11E111_ - °i • .9O 4;' _ �� i q 1 n a 1-3 8 2'-6" 12"#5 ® 12"#4 ® 12"#5 ® 12"(5)#5 �G� PER GENERAL STRUCTURAL NOTES -n \ i1 l � ` '`A ♦11111=11=11= 1 1 10' I'-1" 8" 3'-6" 14" #6 ® 12" #4 ® 12" #6 ® 12" (5)#6 Zv,r z x I I- I I =_ CONT. I/211 x3/211 KEYED JOINT T O 11' 21-0" 8" 4'-0" 14" #6 ®a" #4 @ 12" #6 ® 10" (7)#6 • i • - {' REINF. PER 1/53.2 FOOTING PER 1/53.2 12' 2'-3" 10" 4'-6" 15" #1 ® 12" #4 ® 10" #6 ® 10" (8)#6 51 t5 52 NOTE : MAXIMUM HORIZ. DESIGN PRESSURE = 35 PGF MINIMUM ALLOWABLE BEARING = 3000 PSF COEFFICIENT OF FRICTION = 035 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 300 PCF / 301 1 5 3031 3 6 7 1/2" PER ARCHIL EXP. BOND JOINT OR MEMBRANE BREAKER —7--' \ --T-- POST PLAN PER 1 ABU44 IN/ 1/2"0 EXP. BOLT • • - = -1 i._.• 24 ! #5 Ib WALL BEYOND x24® oc .1.°i• ta.. n'P• 4 4x4x1/4 W/ II -3 Elu= cz CONT. SLAB -ON -GRADE -3111. W r,% �2"� x 4" STUDS ®I6"oc PER PLAN STUD WALL PER PLAN N-±-r- AT SIR ANCHOR BOLTS PER • ° :r .,., - :° - m " • .o:; w o GENERAL STRUCTURAL =11 ` : I I =111-3111 NOTES (PER 20/56.1 AT 11= , . , - _ =11 PANEL PER PLAN SHEAR WALLS) EMBED 3" #5 ®15 oc HORIZ. 11 oc 'w REINF. PER MIN. BELOW BOT. OF SLAB A ELEVATION SHEATHING PER 20/56.1 #5xL® M --'r---- AT SHEAR WALLS 12"oc • 6" r >. t f • 2 1 jt 8 TYP. t M1 2x P.T. PLATE (3x P.T. PLATE (2)#4 CONT. TOP 4 BOT. FOOTING PER PLAN A5 REGD. PER 20/56.1 ) .t, ..._a..,.....,, 4 la/53.211 / • O . . . . . . x x x x x xx x x x x x �• •o•/A,•moo Q_T °r/ •.oo• '4. \ • • • III jj= ► _ 1 =Ill Al •I�=� REVIEWED FOR # �� /� =a� 3026 1 11 1_6 3029 5 ® 12oc EA. MY =11 I I CODE COMPLIANCE _ BOTTOM APPROVED APR 172012 9 0 1 0 1 1 1 2 0 .. City of Tukwila Ill BUILDING DIVISION sti 6" STUDS PER 10/51.1 8” STUDS PER I0/51.1 RECESS AT OVERHEAD TRUCK DOORS PER ARGH'L DRAWINGS 24 #4 —1®24"oc BOTTOM TRACK PER 15/51.1 4„T AT SIM. >'''SIM. it I 1 1 !" EXP. JOINT OR MEMBRANE SLAB -ON -GRADE WHERE OCCURS x #4 BASE PER 15/53.3 , TYPE II (TYPE III AT 1 I STEEL COLUMN PER PLAN BOND -BREAKER el. = 0'-6" at ext, wall SLAB -ON -GRADE PER PLAN CONT. FINISHED GRADE r WALL CORNERS) SLAB -ON -GRADE el. =0'-0"at int. walls s PER PLANii el. per plan JI1 6 el. per plan 1l 9ro -- 1 x x x x x x l` x x 011 - ":--11=11=11 ����• .z.00i..:.1 %� I ma°�••,, •I.oil�i�. =11=11=1111 i -f--k x x x x � �III B�i+io =11 IIEIII =11=11=11111 (2)#4 GOVT. TOP 111�II1= -311 II -11 =111 II -11 = = ► el. per plan #4 12HORIZ. #4 4, Q eI. •er •Ian ® oc x el. •er •Ian ®24"oc (ALT. HOOKS)�` • 8.8 #4 REINF. PER A ®I6"oc PERT. I O j • SCHEDULE L j Q ALT. HOOKS i -s (204 CONT. EQ., EQ• FOOTING PER 20/53.2 3014 1 3 jr FOOTING SIZE Jr / , FOR GALL -OUTS , IN COMMON SEE PER SCHEDULE 3700 3 3025 5�� DETAIL 15/53.2 1 4 I'-6" U.O.N. 6 AT - 4 AT SIM. / -7--51M.-,-- -:;1-� __ 1 6 17wn /N/DTH ,DEPTH BOT. REINF. TOP RF/NF. I BOTTOM TRACK PER 15/57.1 1 LONG. TRANSV. LONG. TRANSV. PANEL PER PLAN . ___________J --REINF. PER ELEVATIONS eiEjj yy J 3 -0 21"(6)#5 #5 ®I6 oc (6)#5 #5 ®I6 oc 211 EXP. JOINT OR MEMBRANE I-,�-1/r...._�,_._..._.-.._w.-....._-_.___'._..-._...--- I 8" 5'-0" 30" (605 #5 ®10"oc (6)#5 #5 ®10"oc EMBED 4 PER 12/53.4 - E1�ER ELEVATIONS BOND -BREAKER SLAB -ON -GRADE PER PLAN 8" STUDS PER 10/51.1 (204 CONT. TOP #4j ' —111- It 3/8"x3"x0'-1" PACK CONN. IN/ NON-METALLIC GROUT I" GROUT / II PRIOR TO BACKFILL el. per plan 1 11 VERT. 545 V SLAB -ON -GRADE AHOOKS EMBED 4 PER 13/53.4 - LOCATE PER ELEVATIONS I I II EMBED It %2"x6"xI1_3" V PER PLAN ft %4"x3 "x0'-511 cw • :•-/% �ss• �' 111E1111 W/ (2) R0W5 OF .0x x III fl Lira."'- _ .u. 8 11 CONTINUE FOOTING $ REINF. PER ADJACENT x x x. : I' - °g j` .\ •oa o�-:'-•c400 ° o G (3)#6 x L 12 D2L s ®6 oc el. •er •Ian +•-• • °� i :. • 'o= `'-"'�°�I L i) X146 r el. •er •la x #4 11 DETAILS @ 12 oc HORIZ. REINF. PER 13/53.2 i�,1/2"x6"x11-0" 11 I� - _ �• _1 14' I rz W w = EMBED IN/ (4)#5 x L D2L's a = J• V 1 Q® 4"/6"oc 10 IIE1II-1i-n-n-I 11 TOPREINF.PER c L__= id, 41 II -11-11=11 SCHEDULE �_. _ -j FOOTING PER la/53.2 GOVT. EQ. EQ. AT SIM. ._.%,_•(3)#4 IN/ #4 TRANSVERSE • 3706 1 3 FOR GALL -OUTS c WIDTH 3702 BARS ® 10"oc 3012 _ IN COMMON SEE m --,f PLAN 2'_O' DETAIL 20/53.2 -1 PER BOT. REINF B2 19rN U.O.N. G 0 PER SGHED. I 1 I REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE 1- rt - cm 0 ..---..-„- CD CO 1 1 I 1 1 O r N Mit RA CO A 5. 8 ,1 N 4 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CP/IL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 CA M CA 1 CC 1 y lid O ki Q ~ Q = = OC Q W3 = 42) co = 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 ® 4010 FUL[ER•SEARS ARCRITINCTII 1 REMARKS PERMIT SUBMITTAL 2n. 1 11 V / n V I I 6/10/2011 � 1 1 1 WIDTH Io BOTTOM REINF. TOP REINF. 02 d' PER PLAN DEPTH LONG. TRANSV. LONG. TRANSV. 0 0 11-0" 3'-0" (0)#7 #6 @ 12"oc (106 #6 @ 12"oc 1'-6" 3'-0" (8)#S #6 @ 12"oc (06 #6 @ I2"oc 0 0 0 cL COLUMN \' � COLUMN 4 FTG. U 0 0 0 1 -T TPP. " PLAN �� 1 �'' '�/ STEEL COLUMN 5EE �,/ ISOLATION ,,--,�,' 13/53.1 ; �, JOINT PER AT COLUMN BRACED FRAME ELEVATIONS OF 55.5 /1111,,- / / SLAB -ON -GRADE WL. BASE GONFIG. PARIES ---'� .././PER PLAN �' BASE PER BRACED FRAME DETAILS 1"RIGID INSULATION .'.'' / TOP REINF. `: SCHEDULE PER - SEE EA. SIDE OF GUSSET ff. BELOW SLAB -ON -GRADE - SEE 18/55.5 t.o. slab -on -grade ,�' / BRACE CONN. �N BASE N. ' WHERE OCCURS / , REQUIREMENT ; SHEAR If. ADDITIONAL DETAILS AT KEYS z o w SHEAR KEY WHERE OCCURS PER BASE DETAILS el. varies •er 'Ian BEAM PER PLAN ;�y � 0FOR �;� f `°:' BEAM �; /4 _l_ 7 /; REINF. PER 10/55. X x X x x x x x x _ — ,es Fl �' INP. ii %/ •-°��.0,..,.."1 _ _ !: t ,.!�o�= �// REINF PER •I•°=.6.• : _ •.�..O•Y• N ` 111-0 Amine . 1 ).. SCHEDULE el. ,, # ; , 1• per = `► _ 11_1111111111111 DIAGONAL BRACE PER PLAN ' �'I I/2" ] 1i _ I i 1. ; • • ' • 1 1 o - plan f•� KERF � °`�. � t..,.,. ;1111:: • ,,; Q I I w s o 11 I 11 I I o (6)ROWS OF (4)#4 TIES TYP. AT EA. COLUMN I 1 11 1I 6 1 1 I 4 a E�= * .t. w A w w y > COL. PER PLAN1 2" a ?„ 14> ..1 16 "x "x I .fi . 1'-2 l' 2" GLR.., �� • 546 >6 546> I�r �� BRACE :: MO ::: 0 OFFSET TO AVOID SHEAR 6" 611 11-4" 1-4" 611 611 o ,, I / / .' / ♦ ♦ / KEY BLOGKOUT -A-., 5�6 v W.P. 1 I I i/ 4, i �4 fe. 54" • • A5 READ. \ \ . . -I m - T.O. FOOTING 1/ PLAN W/ (8)3O BOT. PER REINF. SCHEDULE V PER PLAN THREADED RODS .II r REINF. PER SCHEDULE REINF. PER SECTION 34" NON -SHRINK II 1 II .;.1, �, �� 6 t� �� let t �� �� I b t GROUT ANCHOR RODS � � I � � 546 SECTION , WIDTH PER SCHEDULE '1' • PLAN SHALL BE II EMBEDDED II 11-411 HEX NUTS 111 DOUBLE N T 3701 10 i 411 ♦ ♦ // TPP. 3705 8 11 12 115 TRUNCATE BASE C. AT WALL ENDS / OPENINGS WHERE OCCURS - SEE NOTE 2 L L/2 COLUMN TYPE / TYPE 11 iL TH/GKNF55 1�1 l i 5/ZF L W L W \ \ d K H55 5x5 12" 1" 1.1" 6" x211 K - \ -E \ Co _ o H55 6x6 12" 1" 18" 1" s4 11 II ill \ 1IID 1#11 LLLL l P. TPP. �N W If TYPE / TYPE * ll TYPE ll AT CORNERS NOTES: 1. INSTALL OFFSET BASE if. AT WALL 2. WHERE OFFSET TYPE TRUNCATE (1) SIDE BASE fE. AT CORNERS 11 BASE AND INSTALL WALL ENDS AND CORNER WHERE REQUIRED. . IS REQUIRED, (2) BOLT STEEL COLUMN PER PLAN o x w CONNECTION AT OPPOSITE m1 SIDE A5 SHOWN. T.O. CONCRETE WALL c u— r' OR FOOTING PER PLAN OW 2 REVIEWED FOR - -- - CODE COMPLIANCE 1 II a" BOLT EMBED APPROVED (4)34114) ANCHOR BOLTS (CONFIGURATION VARIES) ��i iL, APR 17 2012 3030 City of Tukwila 1 6 I 1 7 I 1 8 I BUILDING DIVISION c. o COLUMN $ FOOTING STEEL COLUMN > PER PLAN MARK SIZE REINFORCING BASE R ISOLATION JOINT PER 10/ON PER 15/53.3 (TYPE 1) ® 31-0" x 3'-0" x 12" (4)#4 E.W. BOTTOM SLAB -ON -GRADE PER PLAN T.O. FOOTING EL. © 4'-0" x 4'-0" x 12" (405 E.W. BOTTOM PER PLAN 0 1 11 11 51-011 x 5-0 x 14 (5)#5 E.W. BOTTOM ` I___ ADDL. (5)#5 E.W. TOP AT 51M. \ • • I • • \ .-• 0 .T..., . •E W E Y II II ._ i , I III =III REINF. PER _._ –; -- —__ ._..__17 -,-- (�E l --`= �/ 1�Q ,� VA O SCHEDULE LIL;.\ J 11' 1 III�II _ =i -ii= II���I 1L-9 ir FOOTING II �� II SIZE II -11 PER SCHEDULE OF 20/53.3 ry+ll`)+�, OF 20/53.3 3024 1 9 I &,„� ro _— ...___�--_ ._._-',_I__ r�. N, INC.'._ 3023 2 0 REMARKS PERMIT SUBMITTAL 1 1 1 I 1 DATE 6/10/2011 1 1 1 1 1 Io r N 02 d' M t0 4 W_ N COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET. SUITE 300 N 206/343.0460 SEATTLE, WA 98101 F 206/343.5691 CA M CA 1— yua MI Q CD Q — CC00 CC Q 1 C=C Flo Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number. S3.3 ©4010 FULLER'SEAM ARCHITUCT• 1 F 2 I 3 I . VERT. REINF. PER PANEL ELEVATIONS VERT. REINS. PER PANEL ELEVATIONS DATE r r N O r co III 1 I Ci o N M 334". M (O 3 xC ® TERNATE HOOK 510E5 -id ENE) #3 �3 334"oc x TIES 33/411oc x'` - EXTEND BEYOND OF THE TIES @ TIES 12" MIN. THE EDGE PIER I` ^ 3704 I'1"� 11R/'I 4 - EXTEND TIES 12 MIN. BEYOND THE EDGE OF THE PIER #3xL @33/4"oc- ALTERNATE HOOK 5IDE5 I` 3703 I'1"= I'-011 5 6 7 8 Q. PER PANEL PER PANEL ELEVATION ELEVATION c . OF EMBED I COLUMN PER ° I I I PLAN (BEYOND) OP s t 11 II ii IIII I I �, 1 q, 1 ii 1 .. 1 II " ��I IIREVIEWED 1I� � FILL BL0GK0UT W/ NON-SHRINK GROUT AFTER INSTALLATION `. OF BASE FE ` BASEII PER 5/55.6 FOR PANEL1�°� CODE COMPLIANCE CONN. PER '° N FOOTING PER APPROVED ELEVATION ��-„Ijl .=. PLAN 1101.1 APR 17 2012I • City of Tukwila BUILDING DIVISION I .. I I 11 L 1 II 1 L E!5 q” 3100 9 1 0 1 1 _ _ _ _ _ _ _ _ _ 311 / — 411 _ _ 1/2"x8"x0'-q" / T (206 x 3'-0" WELDABLE DOWELS 4 6x4x3/8x0'-q" W/ (206 x 3'-0" D2L'S 4 6x4x3/01'-0" W/ (3)#6x3'-0" D2L'S 1 ' 4 6x4x3/e x 1'-q II W/ (406 x 3'-0" WELDABLE DOWELS " (4)16"0 x 4" STUDS " = 111 y� 111 (2)k x 4" STUDS 11 y (2)%2"� x 4" STUDS 111 = // / (2)V x 4" STUDS '` "I / 111 111 _ / = / 0 o C II H O 11 �\ T 0 t Q 1 1 1 0 _ u I `9 . ZO Q . = i° u u u u u u 1 O 4 �� �,�. ---u---u--- 3 �`— r � ---U---U--- --- - ♦ 211 2"(5) @ 3"oc / 2" / � 4 SECTION 3022 � 1 211 2 „ 3 „ 2 " �'' SECTION 3019 2 „ „ 3 2 " 3020 11 2 3 II 11 3 11 2 3033 / / 116'1:11-0"q,, i 11_ 1_ 11 I/� -I o 1 4 / / / q11 / 11_ 1- 11 SECTION I -I o 1 5 / / / I -o" / I 11_ 1_ 11 SECTION I� -I o 1 213 ff. sex i` 11_ ,/' �� , `�` •' 11 iit'l_l ' 1 L! LJ L it 1 `f "X 11x01- " 1�. V BENT THUS: 811 ► REID MIDDL1ETOiN', INC. 1 4 4x4x3/8 x 0'-6" I EXTERIOR FAGS it 46V _ >546 1/ "�' a PER 14/53.4 EMBED ANGLE PER I. 15/53.4 EMBED ANGLE �. PER 13/53.4 ., 8 1 n �-6," 01-1" REVEAL PER ARCM. EMBED ANGLE' __, , �4 V pp �q �� #yT ,fir BENT /8 x x0 �' 4 � _-�, EXTERIOR FAGS ' 11 P S� J� ,rtt PER 15 53.4 /^++#�/ �3 �5 �5 ..f 1 k�. t15 4 5 it n n ry, 4 EMBED PER 14/53.4 I/ E. PER 20/53.4 © 3032 1 6 REVEAL PER ARCM_ © 3016 1 9 I REVEAL PER ARGH'L EXTERIOR PAGE O 3018 2 0 EXTERIOR FACE © 3017 1 8 I FOR GALL -OUTS 3015 IN COMMON SEE DETAIL 11/53.4 17 I 8 REMARKS PERMIT SUBMITTAL . . . i • DATE r r N O r co III 1 I Ci r N M d' M (O 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 Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: PANEL DETAILS & PANEL CONNECTION DETAILS Sheet Number. S3.4 FULLER•SEARS ARCHITRCTR 16'-8'1 2q1_4 11 1'_4" 101-011 11-0" 21'-0" SEE PANEL P-1 SEE PANEL P-7 26-5" 33'-0" 1 33'-4'1 16'-811 1'_011 101-0" /4/ 14'-0" I'-4" SEE PANEL— P-6 SEE PANEL -7 P-6 9 0 I• ®b"oc EA. PAGE #4 ® I6"oc EA. FACE u_ Zzco a P—I (8" THICK PANEL) 5/55.4 OPENING REINF. PER 8/53.1 , TYP. 1/— P-5 P-4 REINF. PER PANEL NOTE I, U.O.N. P-3 5/55.4 #4 ® 16"oc EA. WAY EA. FACE u_ —I2 (8" THICK PANEL) tt5® bloc EA. PAGE r 0 0 L TYP. EL. = 30'-0" ROOF EL. VARIES SEE PANEL P -I SEE PANEL P -I 9 FOUNDATION PLAN EL. = 0'-0" PANEL NOT E5: I. ALL PANELS SHALL BE 516" THICK, U.O.N. PANEL REINFORCING SHALL BE #5 © 12"oc VERT. GTRD. 4 #5 @ IS"oc HORIZ. UNLESS SHOWN OTHERWISE ON ELEVATIONS. PROVIDE (2)#5 BARS AT ALL PANEL EDGES, A5 WELL AS ANY ADDITIONAL REINFORCING SHOWN ON PANEL ELEVATIONS. PROVIDE REINFORCING AT OPENINGS PER 8/55.1 , U.O.N. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO FORMING PANELS. 5. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE REINFORCING STEEL A5 REQUIRED FOR HANDLING AND ERECTION. USE STRONGBAGKS AS REQUIRED. 4. PROVIDE 3 GOATS ASPHALTIC PAINT OR A 3" MIN. CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. 5. PROVIDE I" NOMINAL SOLID GROUT BETWEEN BOTTOM OF PANELS AND TOPS OF FOOTINGS. 6. PROVIDE " CLEARANCE BETWEEN PANELS UNLESS NOTED OTHERWISE. 1. SEE ARCHITECTURAL DRAWINGS FOR ALL REVEALS AND CHAMFERS. S. PANEL ELEVATIONS SHOW OUTSIDE FACE. REFER TO ROOF 4 MEZZANINE FRAMING PLANS FOR LOCATIONS OF EMBEDDED ITEMS REQUIRED TO SUPPORT FRAMING. 1. PLACE VERTICAL REINFORCING AT CENTERLINE OF PANEL UNLESS NOTED OTHERWISE. WHERE REINFORCING STEEL 15 NOTED A5 E.F. (EACH FACE), PLACE 3/4" CLEAR TO INSIDE FACE AND 116" CLEAR TO OUTSIDE FACE. LEGEND PANEL MARK. SEE KEY PLAN FOR LOCATION 1P-2 PANEL CONNECTION SCHEDULE EL. = 30'-0" ROOF EL. VARIES SEE PANEL P -II SEE PANEL P -II FOUNDATION PLAN EL. = 01-0" MARK PETAL L PANEL TO PANEL CONNECTION PER 20/53.4 PANEL TO PANEL CONNECTION PER 11/53.4 PANEL TO PANEL CONNECTION PER 16/53.4 PANEL TO FOOTING CONNECTION PER 20/53.2 PANEL TO F00TING CONNECTION PER 11/53.2 P-3 P- REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila BUILDING DIVISION RED MIDDLETON, 1 •SIC. 11 REMARKS PERMIT SUBMITTAL 1 1 um 1 Lu cn r r N o (D 1 1 1 1 1 o r N , V N 00 1411 Farts Atu.,Siita 1344 Sutt1u,INulirttufIII Td.2.412.4171 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 E: 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 1 M PC '3 v COD vi EU co ▪ CIllg ea moo CC M • co Job Number S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet title: BUILDING D PRECAST CONC. PANEL ELEVATIONS Sheet Number. S3.9 © airs= ARCHITRCT• { 1 NO EXPANSION BOLT INSTALLATION THIS AREA lYP. ' 1 1 1 STOP HORIZ. WALL REINF. AT I 1 DATE r T 01 O r (0 WHERE LINTEL I 1 JOINT (EXCEPT AT TOP OF ABUTS PERPENDICULAR > USE OPEN ENDED ED UNITS 4 INSTALL WALGARLER zo r WALLS AND ELEVATED FLOOR SOLID MORTAR KEY OR ROOF LEVELS WHERE5 BARS PER D _�i ��� SPL/GING $ DEVELOPMENT OF REINFORCING IN GROUTED MASONRY CONSTRUCT/ON REINF. PER GENERAL BAR TO MATCH TYP. VERT. 'L ��I LINTEL -I' PER -- .1�I� STRUCTURAL NOTES CONTINUES) USING HALF-LENGTH BLOCK - x/54.1 U.O.N. •ismog Mil M 30 , //////////////////////// ///.: / //////////////////// 4t4x M` INN ■1��NMI —I // IN/ BAR 5/ZE LENGTH • ISO° STD. HOOK iii///////////////////////77 // ./�////ilii/////hili// AT EA. HORIZ. MASONRY WALL > *4 2511 i. Li • it � �� BAR PER PLAN ���11 2'_0" 11�� #5 40" /,l . _ /l/ _ m�� ���1 I EMI #654" s 11 EXTERIOR FAGS RAKE BACK MORTAR /4 MIN (U BAR TO MATCH ���� . 11i #-► 65" PLAN Y/FIN TYP. VERT. REINF. IN 1 Era 1 a #8 72 I ;1/ /,/ /'/ ;1 0,I _ � CREATE VERTICAL JOINT BY SPAN OF CELL ADJACENT TO HALF-LENGTH BLOCK OPENING -EXTEND TO ' OPENING _ :ING Al,*UNITS NI �i��'mur FLOOR OR ROOF ABOVE ��11 11 1 HEAD JOINT // �' // J �' = ft�ldl Aw _I — / -GROUT SOLID 11' 2 11 1-�- l� prJ' Ir / -0 ,�,�'■ MORTAR JOINT ��•/ - ,-- �� MI / NOTE: �, A�' /� (2) BARS TO MATCH MIN.* SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT WALL TYP. HORIZ. REINF. WHERE I I FOURS EXCEEDING 5'-0" IN HEIGHT. CMU Jr I" I" NOTE: rdr MASONRY BELOW OPENING Ar4 It WHERE 2'-0" NOT NOTIFY ENGINEER FOR DIRECTION TO INSTALLATION IF EXPANSION BOLT LOCATIONS 4006 FALL WITHIN RESTRICTED ZONES. 2 PirrjArArAr �f ELF1/�T/ON AVAILABLE, EXTEND AS M�PRIOR lI l Ali FAR A5 POSSIBLE AND ,1��_ War -,or i 4001 41/ 3 PROVIDE STD. HOOK OR MATCHING CORNER BARS 4003 4 4000 5 NOTE: SEE PLAN FOR JOINT LOCATIONS. 6 7 -7-•+ -,-- VERT. REINF. , PER PLAN, NOTE: 2 ; ; ELEVATIONS, GENERAL LINTEL BOTTOM REINF. ; STRUGT. NOTES OR DETAILS 5HEAR RE/NF. D REINFORCING RUNS 24" PAST ROUGH OPENING, / 1 / L -I #5 •,„ %� 811 EACH SIDE TYP., U.O.N. / TOP HOOK OF SHEAR / REINF. MAY BE OMITTED L-2 - * - SEE 4/54.1 / 1 IF BAR 15 EXTENDED 24"L_3 _ / MIN. ABOVE LINTEL _ (GROUT SOLID) / / * (I)#4 CONT. TOP WHERE SHEAR REINF. NOT REQ'D. HOOK VERT. REINF AROUND BOTTOM REINF. 0, % ,/ (� D OVER 8 • / / TYPE THICKNESS HORIZ. REINF. VERT. REINF. / SHEAR REINF. PER Q — i / ! SCHEDULE / SCHEDULE NOTES: 8", TYP. U.O.N. 10", TYP. U.O.N. 8" 10" (2)#5 ®48"oc (2)#5 @ 48"oc *5 @ 32"oc *5 @ l6"oc E.F. ** ///'////i I. SEE 4/54.1 FOR TYPICAL REINFORCING AT OPENINGS. WI8" (205 @ 24"oc #5 @ 16"oc z �P c BOTTOM REINF. PER %' 2 S" (2)#5 @ 48"oc #5 @ 24"oc E.F. ** 2. WHERE SHEAR REINFORCING REQUIRED, PLACE FIRST BAR HALF O v SCHEDULE THE GIVEN SPACING OR %4 OF '9' FROM WHICHEVER 15 LESS FAGS 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. REVIEWED FOR CODE COMPLIANCE PER SGHED. — 11 . 12 APPROVED APR 17 2012 OR GENERAL STRUGT. NOTES `� ri —.l,T I .�����..��.���������..���������.N MIMMEM City of Tukwila BUILDING DIVISION r ����MFAIAVAI�/AFAFA����2����MAIMPIWAII /A. SPL I GE PER 5/54.1 TYP. o // STOP HORIZONTAL / REINF. SHORT OF **PLAN A/ VERT. REINF. EACH FACE , // CORNER CELLS STOP HORIZONTAL / REINF. SHORT OF (I) BAR TO MATCH SIZE•, SPLICE PER 5/54.1 CORNER CELLS OF TYP. VERT. REINF. AT ///��/��/�////f//f////����// INTERSECTION CELL //////////////////////////////////// ii CORNER BARS SHALL • (I) BAR TO MATCH SIZE MATCH HORIZ. REINF. ///////////////////////////////////, HORIZ. REINF. CONT. i� OF WALL IN/ LESSER OF TYP. VERT. REINF. IN FULLY GROUTED CELL ������,,,I. ������������������� ; :; - REINFORCEMENT PLAN %1(/ PERT REN � �,ivi CORNER BARS SHALL MATCH HORIZ. REINF. _ _ [( I I. I• i i I OF WALL WITH LESSER REINFORCEMENT 4002 15 l, i'")) 1 " REID MIDDLEION, INC. 4701 ------------- 16 16 17 l�Y/DTH DEPTH BOT. RE/NF TOP RE/NF LONG. TRANSV. LONG. TRANSV. VERT. REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES NOTE: 3'-0" 16" (50'5 4$5 ®16"oc -- -- SLAB ELEVATIONS VARY___ .) WALL REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES AT SOME LOCATIONS �. 5'-0" 30" (6)#5 #5 @ 14"oc (6)#5 #5 @ 14"oc , / S" MASONRY WALL PER "EXPANSION EXP. PLAN W/ REINF. PER JT. OR AAar AMP/ ������AAIA��AIAVAIAr� .� PROVIDE r..�IEMPF �At 1/2" JOINT OR MEMBRANE BOND- / / BREAKER AT WALLS / PLAN 4 16/54.1 / ; MEMBRANE BOND- BREAKER AT WALLS ', STD. 180 ° HOOKS ON -r / o °31111111111 i SLAB ON GRADE � i 8" OR 10" MASONRY WALL PER PLAN IN/ REINF. HORIZ. REINF. PLAN D DOWELS TO MATCH PER SLAB -ON -GRADE / PER PLAN / MASONRY WALL VERTS. PER PLAN / / PLAN 4 16/54.1 f (ALT. HOOKS) // I o�°�°� •� �� � /= ADDL. VERT. BAR TO MATCH MASONRY WALL VERTS. - >< i i �" I I= I I� I I I x x x x X / X x x x x X J 111 �� _ / 11-11- //°°8�;% ° ;•o• li. :�° ' DOWELS TO i el. per plan III11=11 = = ►1=11 V I I I MATCH MASONRY INSTALL MATCHING ���������������������������������������������� •••• . - I I - I I 1 I - I I - WALL VERTS. (ALT. HOOKS) _ Zn ri DOWEL TO FTG. I BELOW W/ STD. &O FOOTING PER > 20/54.1 / g _I HOOK AT BOTTOM TOP REINF. • a - iiiiIFAVIA iiIAPAA" iiiiiACCIAWIWAVA IFIrA% iiiii PER SCHEDULE PLAN W/ VERT. REINF. EACH FACE 4702 18 EQ. 11 EQ. 3028 19 BOT. REINF. PER SCHEDULE OR Io' WIDTH PER PLAN 3027 2 0 I (3 -0 , U.O.N.) 8 REMARKS PERMIT SUBMITTAL 1 1 1 . 1 DATE r T 01 O r (0 1 I 1 1 I zo r N CO el' IA 0• 1411 Ford An..Siite 1344 Suttle, shiesta1111 Tel.14<.112.41TA Fn.21.441.440 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 206/343.3691 Ca 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 m 4010 FULIER•SEARS ARCHITINCT• 8 REMARKS PERMIT SUBMITTAL I `^ DECK SPAN / DIRECTION 1 4-4 PUDDLE WELD I. MAXIMUM DECK SPAN = 8'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). LOCATIONS USE HEAVIER GAGE WHERE DECK REQ'D FOR SINGLE SPAN CONDITIONS• OVER 1'-0" c. to c. 2. PROVIDE (2) ROWS OF (-I) %2" 4, EFFECTIVE PUDDLE WELDS PER SHEET TO ALL - DECK SPAN `'N /C DIRECTION 1 1 / 4 6x4x5�6 (LLV) r N CO 4 5x3x% 1A CO Zo 4 4x3x4 (LLV) 0 `" r 0 4 6x4x516 (LLV) x 1-- PLAN VEIN o �r x 5x3x% EACH 510E STEL STRUT 4 BRACED FRAME BEAMS PERPENDICULAR TO DECK FLUTES. PROVIDE (1)IV EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER 11 SUPPORTS PERPENDICULAR TO DECK FLUTES. I MIN. o �# 5x3x� o PLAN VEIN TYPE = ASC E3-.36 OR {N/ FOLLOfN/NG MIN. PROPERTIES: PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY 22GA. 1 3. PROVIDE /2"4) EFFECTIVE PUDDLE WELDS AT 1"oc TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK VERCO H56, 66O GALVANIZED ORIENTATION CHANGES. PROVIDE " EFFECTIVE PUDDLE WELDS @ 24"oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc. REQUIRED = 512 plf 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING 1.0.5.0. ISGA. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. _ r 3x3xi4 `�� 10 0 0 X EACH SIDE 4 5x3x14 typ' 346 r 3,16 Ir N-, 4 6x4x5rf6 (LLV) - ---1r -�- r 54 ; NOTES: JL I. WELD DECK 2. NO REINF. 3. LARGER OPENINGS TO ANGLES REQUIRED MUST W/ FOR SINGLE BE IL %2"4) PUDDLE WELDS ®6"oc h1 �� OPENINGS 4"0 or 41 COORDINATED W/ ARCHITECT SECT/ON ALL AROUND OPNG. or LESS. 5001 ENGINEER. 3 Ir. -----1=11111111111--- t rINFORMATION SECT/ON I = 0.175 in.4 3 I = 0.302 in.4 3 5 = +0.180/-0.115 in. 5 = +0.321/-0.335 in. 6. REINFORCE DECK OPENINGS PER 3/55.1, U.O.N. DECK OPENINGS MAY NOT BE SHOWN ON PLAN - SEE ARCH'L 4 MECH'L FOR ADDITIONAL Fy = 38 ks1 Fy = 38 ksi INFO. 5000 5 _IL NOTES: I. WELD DECK ALL AROUND 3�6 I yp' J TO ANGLES W/ V PUDDLE WELDS @ 6"oc OPNG. Skylight SU pp L 51 13 ort rcimin 2 � el. per arch'I attach per deck notes DECK PER PLAN .'•_ ANGLE STRUT SCHEDULE LOAD - SEE PLAN ANGLE SIZE SPLICE PLATE SPLICE PLATE WELD CONT. 4 4x4x14. W/ IV EXP. ANCHORS PANEL PER ELEVATION UP TO 18k 4 4x4x% %4"x3%2" 346"x1" TOTAL LENGTH • @ 24"oc (EMBED 4") MIN. OF (3) BOLTS PER PIECE NOTES: I. 1/2"0 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 15/551 AT ALL ANGLE JOINTS 10. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 . City of Tulcwila NOTES: BUILDING DIVISION I. PROVIDE BOLT HOLES 12 oc IN STRUT -{ ANCILLARY ANGLES FOR FIELD FLEXIBILITY. ANCILLARY ANGLE MAY BE SUPPLIED IN =� LENGTHS 4 GUT IN FIELD. �3 ITV— SECTION 1 1 •er 12 ��., DECK TO ANGLE STRUTS PER DECK NOTES. ATTACHitcl per schedule r �"� SPLIG PER E PLAN VEX SGHEL SMALL SECTION =' SED ON ANGLE *Mk( BE I1/2" FILLET WELD IN LIEU OF 1/2"4) PUDDLE. It 3/8"x3"x1'-011 . deck LEDGER 4 PER DETAILS JOINT _� TR --;17welding l� notes -79PANEL SECTION ROOF PER PLAN DECK 5/8"(I) A301 e @ 24"oc ANGLE STRUT PER ly ANGLE STRUT PER PLAN SCHEDULE r AT LOCATIONS WHERE LOW FLUTE DOES NOT ALIGN W/ PLAN 4 SCHEDULE 1 ANGLE STRUT, INSTALL ANCILLARY SECT/IN I" MAX. PROVIDE SPLICE s IN .4 3x3x346 FOR DECK WELDING SIMILAR MANNER WF STRUTS TO ANGLE TO CONNECT STRUTS JOIST PER PLAN 5105 14 ANCHOR BOLTS -o PER DETAILS 1'_/ " 11_611 MIN. // MIN. N. f....,- vi i1 E Jl,] ! „ I::,;,\, 5011 �\1 15 16 17 REI D tvo 1 f D L T O N , INC. per deck notes DECK PER PLAN - ORIENTATION VARIES PLACE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT OF BOLTS IN WHICHEVER SET COMPLIES W/ RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES / / TYP. BOLT SPACING �- � (DECK DIRECTION VARIES) �r 0 • IL 4" .. �,. el. varies �- :� SECT/ON NOTES: TYP. + / . / t.o. masonry / / j t:.:: : :II:® r / 3/" / *:. • d- / : :.:..::. i i %2"x6%2" I. 4) A301 ANCHOR BOLTS MAY BE SUBSTITUTED LEDGER 4 4x4x%4 CONT. W/ ON AN EQUAL BASIS WITH EXPANSION BOLTS. 3/4"4) EXP. BOLTS @ 24"oc SECTION TYP. W/ 43/411 EMBED. (MIN. 3 2. LEDGERS TO OCCUR @ ALL INTERSECTIONS BOLTS PER PIECE) OF DECK MASONRY WALLS, U.O.N. ;:-::; / :'=::.•' .:''. _ .'•.• �.., .:..:..:�.:•.:.•�.��� / / / / . / h' • / •; ` � �i N per plan/arch'I (follows roof at sloped locations) /.::::..-•. /::..-� ,...•, i ,..:::. �5:.:.::: :..:.:........; EMBED 9 . CONT. IAV/ l" d) x 6" STUDS 11 ®24 oc, TYP. MIN. 8" BOND BEAM PER - GENERAL STRUCTURAL NOTES, U.O.N. / / / 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL REINF. PER GENERAL . :' .'~• . • • ..: / WOULD OTHERWISE BE LESS THAN 4%2", USE STRUCTURAL NOTES LEDGER IN/ LONGER VERT. LEG. ` T NOTE: / 4 < MASONRY WALL PER PLAN 11 a it— 4. EXP. BOLTS SHALL HAVE MIN. 6 OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE 4005 11/2":1'-0" MIN. 2000 P51 STRENGTH PRIOR TO BOLT INSTALLATION. 20 GUT BLOCKS AT TOP OF 4007 WALLS TO MATCH ROOF SLOPE. I I/2°=1'-0" 1 8 8 REMARKS PERMIT SUBMITTAL I 1 1 1 1 DATE 6/10/2011 I 1 1 1 1 o r N CO d' 1A 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 Dan 1 cp • Cul 414 CC M inta CO CZ) MG gle 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 O 4010 FULLER•SEARS ARCHITECTS l 1 f 2 WORK 1 BAR 1 1 I DATE r r N O r O I I FACE OF SUPPORTING MEMBER 3" MAX STANDARD BEAM CONNECT/ON I (� r N size per schedule - gl1' 10 NO. OF POINT PER PLAN BACKING 1"x343" BEVEL It PER 5/55.2 I 3/55.2 for BOLT SIZE PLATE WELD MAXIMUM REDUCED Ar I �� I/2 see skewed connections(A325N) BEAM 5/ZE BOLTS THICKNESS SIZE CAPACITY (LRFD) CAPACITY (LRFD) U.O.N. 34V 3rfb" t $ CONN. IN GS, CIO, W8, INIO 2 4" 24k Ilk (tw=0.11") r 1411 ., 3"oc BEAM SIZE PER PLAN WI2, WI4 34 "o 3 4" 3460"38k 34k (tw=0.20") '�-, MIIIV 4 %4" 4b" 52k N/A 114"� IIL144 WI8, W2I 3/4"eP 5 4" 34611 65k N/A W24, W21 54"O6 1/4" 3/ib" llk N/A �2 rc'jkoN W30, W33 54"01 %4" 3(611 Sqk N/A COPE BEAM FLANGES w "� 1Y o ` t = THICKNESS OF w- CONNECTION ft ��- �� 5009 142 -I-O 3 SHEAR PLATE 5IZE AND BOLTS PER NOTES: SCHEDULE 1. SEE 10/55.2 FOR HIGH LOAD CONNECTIONS WHERE SPECIFICALLY NOTED ON PLAN (SEE LEGEND ON PLAN SHEETS) OR DETAILS. STD. ROUND HOLES IN PLATE, U.O.N. 2. REDUCED CAPACITIES ARE BASED ON SMALLEST PRACTICAL BEAM SIZE WITH COPE ON TOP $ BOTTOM. CAPACITY GAN BE INCREASED WHERE BEAM 15 NOT COPED OR WHERE WEB THICKNESS EXCEEDS MINIMUM SHOWN. 5002 5 6 WI4 OR DEEPER INCOMING BEAM PER PLAN cv kn wQ o-�r- STIFF. 4"x3" EA. SIDE HIGH LOAD CONNECT/ON - m WHERE SUPPORTED BEAM 15 WI4 OR DEEPER ° CONN. PER 5/55.2 EXCEPT o TYP. STIFF AT SIDES WHERE NO ° L. EXTEND DOWN AS SHOWN (USE 0 TYP. CONN. PER 5/55.2 z NO. PLATE < FACE OF SUPPORTING 14' MEMBER BEAM 5/ZE BOLT SIZE (A325N-5G) BOLTS U.O.N. THICKNESS (GRADE 50) WELD SIZE MAX. CAPACITY (LRFD) INCOMING BEAM OCCURS - / WHERE SUPPORTING BEAM 15 m 1 WI2 OR SHALLOWER, U.O.N.)til ° (2)344"� BOLTS @ BEAM GAGE (4)3411 BOLTS @ BEAM GAGE f/ 3" WS WIO 34"0 4 I/2" 546" 31k f / BEAM PER PLAN ' - _ III 12" Al2, WI4 3/4" 16, 546." \ NI // ff = -IN c 6 62k 55CT/ON 1 AT INCOMING per 5/55.2 = r N i I 1211 I 1 � I%2u 1I TYP. 344" 54b" W16 8 l" 15k } BEA1v15 vY/ STANDARD CONNECT/ONS 111 -�W24, WI8, W21 34"0 10 16" We." 118k @3"oc W27 34"0 12 1611 54" 142k WI4 OR DEEPER MAX. u.o.n.� 3�6 1 , I ° PER 10/55.2 • A30, W33 34"0 14 211 5f&' 166k -TN ft NOTES: per \ dik 1 ° ° BEARING 1t %2" 0 j typ, 10/55.2 P 10 0 1 1 0 0 I 1 4 I PER SCHEDULE size per schedule I. PROVIDE MINIMUM OF CLASS A FAYING SURFACE ON if. 4 BEAM WEB 3/55.2 for FOR < STEEL COLUMN TYP. STIFF 1f. AT SIDES WHERE NO „ I PER PLAN I I see skewed connections INSTALLATION OF SLIP CRITICAL BOLTS. 2. HIGH LOAD CONNECTION REQUIRED ONLY WHERE SPECIFICALLY NOTED ON PLAN INCOMING BEAM J` �_ THICKNESS BOLTING PER �► OCCURS SECT/ON BEAM5 PN/ HIGH H �► 10/55.2 (USE NP. CONN. PER 10/55.2 WHERE SUPPORTING INHERE E3EAM BEAM 15 WI2 OR SHALLOWER, U.O.N) 2 AT INCOMING LOAD CONNECT/ONS STOPS INHERE BEAM CONTINUOUS 5006 8 SLIP CRITICAL BOLTS (SEE LEGEND ON PLAN SHEETS) OR DETAILS. 1 1 PER SCHEDULE IN 3. WELD SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - STD. ROUND HOLES STRUCTURAL NOTE 40. SEE GENERAL 5003 10 12 STIFF. PER 8/55.2 31/2" AT STANDARD GONNS. per 5/55.2 (per 10/55.2 at per 5/55.2 10/55.2 at high load It 9/8"x31/2"x0'-1" conns) W/ (2)34" 0 BOLTS @ 3"oc (2)3/4"0 R,'5 0 SEE 8/55.2 AT I'-0" U.O.N 6" AT HIGH LOAD CONS. highh load corms.) high PER PLAN INCOMING BEAMS PER PLAN per 5/55.2 (per 10/55.2 at BEAM BOTH SIDES WHERE OCCURS per 10/55.2 at _ _ r / / V high I- high load corms. BEAM TYP. PER PLAN, load corms) WB or HO BEAM " r , 1 i° l is io 1 1 LV, r o '- I° PER PLAN T'` " II 1211 TYP. 10 110 i 0 of ft 5/16 J 0 0 SIZE $ PER 5/55.2 WHERE HIGH INDICATED BOLTING (PER 10/55.2 LOAD GONNS. PER PLAN 11 BEAM PER PLAN / 311 SIZE BOLTING OR DETAILS) TYPICAL AT AO $ PN1O BEAM5 REVIEWS CODE COMPLIANCE APPROVED BEARING %2" /--/-- MAX. PER DETAIL 5/55.2 BASED UPON SMALLER ER PLAN ft 17 2012 of Tukwila DIVISION `- 1�:,1� - - Ti <' , ,\, T [`' L - �` °'' 1 : ' .- , i `;'; 11 , if' l._ PER 15/55:�(PER 10/55.2 WHERE HIGH LOAD GONNS. I INDICATED PER PLAN OR DETAILS) 5004 f6 V BEAM SIZE (PER 10/55.2 WHERE HIGH LOAD GONNS. `-.-' APR 1 0 I 0 l o ° 1 0 I o l J City STEEL COLUMN > PER PLAN Lc INDICATED PER PLAN OR DETAILS) (4)34"� BOLTS �I�DING @ BEAM GAGE 5008 13 ,---, 14 REID MIDDL ETON, INC. 15 16 I ,*II II ,7511 LINLLLL - ILII m m i/5/11,ILIIIN yl I. SIZE PER BOLTING 5/55.2 , U.O.N. per 5/55.2 \ (per 10/55.2 at 1 II II II C'• 111 I, < EMBED 1�. /2 xb x10 w ,� < EMBED /2 xb x d ' FOR WS WIO NOM. BEAM DEPTH11=2 W/ (4) STUDS FOR WI2, WI4, WI6 R THICKNESS BOLTING 311 MAX. STRUT BEAM PER PLAN, I 14" r high load corms) W/ (6) STUDS PER 5/55.2 j, -IN 1" 6" - N _N I" -I I 11 BEAM I PER PLAN / GAP T. AT TOP EA. SIDE I I I 5�6 OF COLUMNS BEAM PER PLAN = _ IN f to a cok 11 ®1 ==i o 0 0• 1 I • ° 0 0 1 �, o 1 e 0 ION. am j=-� 0 01 y 1 /I 1O a • = X111 _ -J' ' It 1/2"x1" d < EMBED �211x�11 x EMBED x 1 NOM. BEAM DEPTH NOM. BEAM DEPTH EMBED' FOR WI8 $ W21 S. HORIZ. SHORT FOR W24 W2� it 1 I BEAM EACH SIDE WHERE OCCURS HIGH LOAD CONN. "'`� SLOT HOLES INT. KERF SIZE 4 BOLTING I PER 10/55.2 WHERE 0 ` W/ (S) STUDS m ���per W/ (12) STUDS PER HIGH LOAD CONN. < STEEL COLUMN PER PLAN INDICATED ON PLAN 5/55.2 SCHEDULE OF 10/55.2 INHERE' H/GH LOAD OPPOS/TE 5117E5 OFA STEEL COLUMN PER PLAN CONN S OCCUR ON H55 OR P/PE COL. TYPICAL 1 41 OR DETAILS ON ONE SIDE OF COLUMN ONLY 5005 20 _ cy A NOTES: % FACE OF GONG. WALL 1. ALL STUDS SHALL BE WO O x 41/2" U.O.N. 2. HORIZONTAL DISTANCE FROM EDGE OF CONCRETE TO CENTER OF NEAREST STUD SHALL BE 6" MIN.5007 3. PLACE EMBED . IN WALL SUCH THAT ATTACHED T. WILL BE HORIZONTALLY AND VERTICALLY CENTERED. 1 13 1 g REMARKS PERMIT SUBMITTAL 1 1 1 1 I DATE r r N O r O I I I 1 I (� r N CO gl1' 10 C tt1.,lKikigta91111 TeI.2. $2.1111 Fu.2U.02.141 ti An.. bits 134 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 1 CID *441" Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drown By. MRM Sheet Title: TYPICAL STEEL DETAILS Sheet Number. S5.2 © 4010 FULLER•SEARS ARCHITECTS I 1 1 1 I el. varies 1 ' ' % 1 DATE r r N \ 0 T m 1 Per arch l TILT PANEL PER ELEV. 1 1 .4 MASONRY WALL PER PLAN r \ CI -UP 3 �6 ID �`� / 4 4x4x�4. CONT. IV , 34"O A.B. @ 8"oc ON EITHER i SIDE OF EA. STRUT per deck per deck 4x4x%4 CONT. W/ welding notes % welding notes g 9 3/4��� A.B. ®�"oc ON EITHER SIDE OF EA. STRUT - --- - (54"o A.B. @ 32"oc AT .� (3i4"� A.B. 36"oc AT !`_ -�; ALL OTHER LOCATIONS). 0 1==1 ALL OTHER LOCATIONS). NOT AT / EMBED BOLTS 6" HOOK / AROUND REINF. AS SHOWN / —'� " II = EMBED BOLTS 4" HOOK AROUND REINF. AS SHOWN u 1 51M. / ; HORIZ. REINF. PER 3�6 #5 GOVT. ; i GENERAL i STRUCTURAL NOTES JOIST PER PLAN R 3/b" W/ (1)34"� BOLT 4 4x4 STRUTS PER PLAN - COPE VERT. LEG 4 EXTEND MIN. 2" OVER JOIST �— CO EVIEWED FOR 5025 DE COMPLIANCE 5 APPROVED FOR GALL -OUTS IN COMMON SEE 5104 DETAIL 5/55.3 3 6 � . • BUILDING Lf APR 17 2012 Ie DIVISION i �EMBED it 3/8"x4"xI'-4" IN/ (2)34"0 x 6" STUDS ®l2"oc *_ 546 VPER CONN. PER ,� 5/55.2 it u- II,,, -� TO OCCUR FACE OF ON INSIDE WALL, TYP. / PLAN HIGH LOAD CONN. PANEL PER 211 % PLAN PER I0/55.2 - CONN. PER 5/55.2 AT SIM. II _ .� _—r, _ L_____ -- — ., ---- ,.-... - ;' _ == OF BEAM 11 OF BEAM �—?==� OF WALL 11 11 4 BEAM —IN�, BEAM PER 1/Z"xl'-2" PLAN EMBED 4 Sx8x1/2 I'-4" BEAM PER PLAN o I x W/ (4)5/8"4) 2'-6" D2L's _____� o ILI 0 x ® 4"oc 4 (5)3/4"(1) x 6" STUDS 4"x�I ii CONN. PER 5/55.2 54 VI I T. CONN. PER 20/55.4 WALL PER PLAN < JOIST PER PLAN _J < PER PLAN AT 51M. CONN. TO EMBED PER 13/55.3 PLAN OF BEAM 5101 10 FOR GALL -OUTS 5ECTION IN COMMON SEE DETAIL x/55.3 5107 8 FOR GALL -OUTS IN COMMON SEE DETAIL 10/55.3 5102 9 PLAN PLAN 11 4 --t �t-- }p 3/6"x5" PER PLAN - WALL CONTINUES AT SIM. it / / 1. CONT. EMBED 6' / / i <(3) sides, typ. PER 18/55.1 TYP V CONT. EMBED ft PER IS/55.1 CONN. PER 5/55.2 ,� TYP. I BEAM PER PLAN DOES NOT 9 OCCUR ATir SIM. if. I o 14 I 0 o ft :, SPLICE PER 14/5 .I ,6 -- .. 4x/2 x l'-4" NV A 44 ` (2)5/$" Q) X 30" D2L's .� Woo (3)/2"� x 4" BEAM PER PLAN -f I 7, BEAM PER PLAN ,,S., D5 I§ b"oc �x CONN. PER 5/55.2 (WIO CONDITION) It 3/8"x6"x0'-8" WALL 4 STRUT PER PLAN' _--J PER PLAN BEAM PER PLAN ` //r , EMBED W/ (2)0)x 24" D2L'S @ 4"oc , COLUMN PER PLAN EMBED PER q/55.3 WALL PER PLAN 5106 13 ` 51 17 12 MASONRY WALL PER PLAN 5103 14 MASONRY WALL PER PLAN 5108 15 1617 1 J 11 11 11 i`y"-7:fy ____,, , _l.._,__,---.--._ I__.� _____1_11 -------------_ . 1 1 ' ' �� lii N U 1; --% _ i J RE:1D I INC.MiDDLF_= ON, C _ - _-W --._.___.._ ._._ / 1°45 20 INSTALL BOLTS MIN. 8 IN COMPLIANCE CONNECTION PER 5/55.2 / W/ STD. HORIZ. SHORT SLOTTED HOLES IN '"111 2 oc W/ SHOWN AT RESTRICTIONS ON 2/54.1 HEAD JOINTS / d1 SECTION � : CHANNEL 6 2 PER PLAN MASONRY WALL PER PLAN - is NMI —INIli -1/2"x11-0"x11-2" / BEA �„ � a � � W/ is 11 II rib x 3 HORIZ. PLAN (4)34114) EXP. BOLTS ?EB7P454") 5715 19 1 A MASONRYS OSLOEOR PER PLAN(4)3/4"0 EXP. BOLTS I (EMBED 4541) NOTE: 5EGT/ON EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 P5I STRENGTH 5019 PRIOR TO BOLT INSTALLATION. 1 8 1 a REMARKS PERMIT SUBMITTAL 1 1 I 1 1 DATE r r N \ 0 T m 1 1 1 1 1 r N CI d1 IO ID z 14 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 Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet title: STEEL DETAILS Sheet Number. S5.3 © 2010 FULLER•SEARS ARCHITECT. 5 8 - REMARKS I attach per I I REINF. PER GENERAL T.O. STEEL STRUCTURAL N07E5 JOIST MFR. SHALL DESIGN PANEL PER PLAN THE TOP CHORD OF JOIST EL. PER PLAN t.o. wall deck notes is shop -weld vii. I/ 0 H55 BEAM PER PLAN 1 �b x 0 -5 �� 5EA. END 10/55.1 r N CONT. PER TO RESIST 3,000#/4 000# 20/55.1 el. er arch5x5x p4 (5%2" THICK WALL/ 8" THICK --�-- PROVIDE 2 /8"� EXP. 4 PER W/ (2)3/�"� ANCHOR BOLTS If SEAT DEPTH = 2%2" WALL) OF HORIZ. ANCHOR ®a"oc GTRD. JOIST (EMBED 4 11 @ 8 oc GTRD. ON JOIST I SA /3 AT F.O. WALL 3 ► �� 4b .� „ EMBED PER 4/55.4 GIRD. ON EACH ROOF DECK PER _ V steel beams VARIES N 4 3-12 < OUT -OF -PLANE �4VON FORGE (ULTIMATE) AT 5/2 THICK WALL V2�(3)sidesORENTATION P ; - -I - �4 1" AT 8" THICK WALL) 1" GLR. NP. JOIST PER PLAN MAX. is PANEL -TN l/2 MIN. II L So �'� Is -icy ' •��✓ -m or JOIST MFR. m ...... t _� \fi� t, ,r �, T SHALL DESIGN ! r2 ° r - ' _ OM - , 2%2X21/2X3/fb -HOLD CLEAR OF JOISTS AT EACH END WHERE OCCURS, TVP. JDIST GIRDER u, t CHORD OF J015T �-; aur CONN. PER % � 7/55.4 �: �%� �0. � � v '' CMU WALL PER PLAN 7-- _�' �' TO RESIST 4,000 OF HORIZ. 6" SECTION .��� _.2� „ /"// ' 7 , EMBED i2"x8"x0'-8° OUT -OF -PLANE TVP. a : • JOIST PER CONN. PER PLAN 20/55.4 W/ (2) ROWS 34 "� x 4" STUDS @ 5"oc FORGE (ULTIMATE) J015T PER PLAN (MIN. 2%2 BRC. z , 4x4x3i8 x I'-2" W/ 13rib"x3" HORIZ. SLOTTED HOLES FOR (2)34"4) ; ANCHOR BOLTS 3/e"x1"xl'-O" H55 BRACE PER PLAN ` • AX. NOTE: FILLER ANGLE REQUIRED FOR MEMBERS AND ONLY FOR THOSE HELD DOWN FILLER ANGLE ALSO REQUIRED WHERE • I e et een K 1 Filler angle W A5 �- SHOWN DECK -Joists DENOTED (STEEL BEAM WHERE OCCURS) 5TRUT PER PLAN "STRUT" FOR JOIST SUPPORT. ORIENTATION CHANGES. 5114 at Flat at roofs 2 ,,,. ..J ORD. ON JOINT BTWN. PANELS q BRACE ,. -FIELD WELD TO � LENGTH) r i •� el.=l�'-6" ./ . ;�� _, EMBED MAX. < MASONRY WALL PER PLAN \ / -.F.- 5023 , typ.> �8 > NOTE: EXP. BOLTS SHALL HAVE MIN. SOLID GROUTING ON ALL SIDES. GROUT 2000 P51 STRENGTH PRIOR TO BOLT ,�� 6" OF INSTALLATION. 5021 EDGE DISTANCE IN SHALL ACHIEVE MIN. 5 (4) sides 5 �b II 4 MIN EQ. �..%/ It I FOR GALL -OUTS IN COMMON SEE DETAIL 4/55.4 5024 KERF. / 2 x12 xl 0 W.P. NOTE: 5711 DECK NOT SHOWN EMBED ff. 3/8"x6"x11-0" IN/ FOR CLARITY.(4)1/2"11) x 30" D2L's @ 4"oc 1 BEAM PER PLAN (SLOPE VARIES) w.P. . REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 City of Tukwila City . y 2II MIN. BEARING JOIST MFR. SHALL DESIGN THE TOP CHORD OF TRUSS TO RESIST/ 4,000# OF HORIZ. OUT -OF -PLANE ,,, FORGE (ULTIMATE) FILLER ANGLE PER 2/55.4CONT. %4 >3 <typ. ft 5/6"x2" qBEAM, 3,16 > 5�6 > �. \ BEAM OR JOIST PER PLAN (W HERE OCCURS) - 4 PER 5/55.3 / OR 3/55.3 W/ ANCHOR „ � > DIVISION �8 > BEAM PER PLAN i /g 1 1 u BOLT EITHER SIDE -� JOIST PER PLAN ��jj� 1 1 OF TRUSS CONN. -.� C`i -- � 4 `' , , - -�� } l '' Q'. `�: '� r x yi14 5� � I I ism?... I "t� -,s. : °. .� �✓'«+` . . i.s KERF CE , 5 BRACE PER PLAN Pr 1/2" IIII‘llpl -A!'SLLrm, -1 \ / IVO i.. ° _ i' r.? xyv ey.+ i I .. JOISTS PER PLAN/ ----1 ' I 1 1 1 w.P. < < I • CONN. PER 20/55.2 (HIGH LOAD CONN. I .4 5x5x7�8 x 0'-10" 1611 _ < COLUMN PER PLAN 3 „ � (USE 4 5x5x /6 x 0 -8 @ W8 BEAMS) MA ` JOIST PER PLAN i 1 ; 1 WHERE OCCURS) JOIST GIRDER PER PLAN JOIST GIRDER PER PLAN 1 1 1 BEAM PER PLAN FACE OF CMU OR CONC. WALL PER PLAN JOIST GIRDER PER PLAN > 1 BEAM PER PLAN (SLOPE VARIES) 5710 5014 5012 10 5013 FOR GALL -OUTS IN COMMON SEE DETAIL 20/55.4 �^ 5116 GOL. PER PLAN \ el. per arch'I 6005131-43 STUDS JOIST GIRDER PER PLAN GAPS/" ®24' oc CONT. H55 6x4x5rf6 FLAT - CONN. TO COLUMN BEYOND PER 12/55.4 14 ri 11 tt 14 20/55.2 JOIST PER PLAN BEAM PER BEAM BF BEAM PER PLAN AT 51M. CONN. PER WF BEAM WHERE OCCURS PLAN I �� GAP , TVP. -- PER ARGH'L t yp> � V2 CONNECT TO GONG. H55 PER 13/55.4 HSS WHERE OCCURS 4 4x4x3/e DECK PER PLAN WALL PER 11/55.4roo WHERE OCCURS oROOF i,o I I i o i! I o L_ o O1 .I 10 TOP $ BOTTOM TRACK PER 15/51.1 typ /4 r4 1----1 'L.3/8"X5"XO'-5", TVP. EA. SIDE \ BEAM PER PLAN CONN. PER LiIII WHERE OCCURS ; COLUMN PER i 20/55.2.-/4 z13x3x% 8'-0"oc CONNECT TO TOP 34" i �� PLAN 51 10 12 el. per arch'I GIRDER BRC. SEAT I _ COLUMN PER PLAN 1 l PER 20/55.4 CHORD OF J015T BEYOND © DEFLECTION ALLOWANCE - JOIST GIRDER PER PLAN .X. -- -�-- H55 PER 13/55.4 ,III TVP. BRIDGING PER 18/51.1 TOP TRACK < STEEL COLUMN PER PLAN . ) �I �� Wi ,l - - I ��';; . j �.n. , It=; PER 5/51.1 -- - i �,� --r--1,-,- 1� pi, ,� STUDS PER DETAILS THE LEVEL BELOW 5109 13 5015 14 GALL -OUTS IN COMMON SEE DETAIL 20/55.4 ,i: (� ; 1 � 1 5016 15 CONN. PER 12/55.4 PLANFOR 5115 11 REID MIDDLETON, INC, el. per arch'I " I 1 1 I-0- 11 LOCATED ft GAP %" - r SECTION MAX. I 1 H55 2x2x14 1 6" FROM EA. END OF CHANNEL 2-0oc "MAX. -- I*II L i -i -r --L-+-L-LI --L-+-L-I _ 4 6x6x�2 W/ (4) 34 "O EXP. BOLTS �� ; ROOF DECK PER PLAN ' �, 3n < WT10. x41.5 x 01-616" II W/ (2)34"4) BOLTS H55 PER 13/55.4 3 (EMBED 4549 I ®5 oc S _ MIR r TOP 4 BOTTOM TRACK PER 15/51.1 . -� 4 WT5x15 x 0'-3" W/ > CONN. PER 12/55.4 el. per arch'I 3�6 (2)/2" 4) BOLTS ®3%4"oc Zo 1---`� 4 FILLER PER 2/55.4 DOES NOT OCCUR AT 5IM. CHANNEL PER PLAN • 34" STABILIZER I JOIST GIRDER 8- - 9 o _ TOP TRACK PER 5/51.1 DEFLECTION ALLOWANCE N- BRIDGING PER 18/51.1 SECTION 3/4"x4"x0'-6" WELD OR CONNECT - DO NOT � PER PLAN BEAM PER PLAN AT SIM. 0 1 �o• 1 4 PER 13/55.4 TO ALIGN W/ ROOF � ti BOTTOM CHORD Jx TO ff. 1/4 > 5018 20 4" m JOISTS CONN. TO JOIST PER 13/55.4 STUDS PER DETAILS THE LEVEL BELOW 5714 16 1 / ----+- / 51 1 1 FOR GALL -OUTS NOT READ. AT SIM. 5112 IN COMMON SEE DETAIL 13/55.4 1 81 CONCRETE WALL PER PLAN 17 1 1 5 8 - REMARKS PERMIT SUBMITTAL I I I A DATE Ir. r N 0 r co 1 1 I 1 I o r N M '4' IA 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 gg CO= CCS 0 3 rer = Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: STEEL DETAILS Sheet Number. S5.4 © 9010 FULIER•SEARS ARCHITECT/ r 8 REMARKS PERMIT SUBMITTAL 11 1 1 o • WI4x22 R I 4 ROOF WI6x26 ROOF I w 1 COL. CONTINUES WHERE OCCURS PER PLAN OR ELEVATION / \- 7 V / w //,...\--37 1/ 7/ / /�/ 1( 10 // N !h it M t0 0 SSS }he e+ 40} +�� 0 S 0 0 S }re +f co s 15/55.6 // BRACE 4 CONN. \ // ABV. WHERE OCCURS / ••,.. J/ / ,� v < /� LINE INTERSECTING \ i / \\ / BEAM TO COLUMN CONN. PER 4/55.6 , U.O.N. �n COLUMN N tn `�' 1ii x26 MEZZANINE :2x 4/55.6 0 0 0 1 GE 1 0 0 11 an 10) yS ` x. O TYP. I h i i} 40 4 4 — 0 o bI o o II 11 I 6 LINE INTERSECTING FACE OF YiP. „�� ®y COLUMN OR BEAM - WHICHEVER INF. ��� 15 CLOSEST TO BRAGS } 0 7 ` It %2II a �% BEAM PER ELEVATION _ ft STIFF. xbII , '� U.O.N. - GIRD. ON E3 -I /: SF. -2 i'* GUSSET PER A � ,, �, SCHEDULE N �, GUSSET ft�s �- 'C{ COL. PER ELEVATION ,, q,, ��414i \ \ \ \ BRACE PER \ k,. ELEVATION 546 \ \tpli "A” 2 REINF. It PER 20/55.6 14/55.6 LEGEND' ALL BEAMS DBSIGNA7W ON BRACED FRAME ELEVATIONS ARE STRUTS NOTE: t = THICKNESS OF GUSSET it. <per * NOTE: REFER FOR GALL -OUTS A Gusset at Beam to TO CONFIGURATION O IN COMMON. B 5093 Column - HSS Column 6 - [X' -X"] TOP OF STEEL BEAM ELEVATION © CONNECTION PER SCHEDULE OF 15/55.5 Braced Frame Elevat" = I'-011 %` 1 ons 0 1 1 REINF. PER 20/55.6 '4\ i\ 40%. \qoa '' ` TVP.'' _ / . 1lKer• REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 • City of Tukwila BUILDING DIVISION 11.11 `0. � ' 0 BRACE PER ELEVATION, \ per 14/55h N \ry TVP. b S -4 --BEAM PER ELEVATION STIFF. ff. %2"x3" EA. SIDE LINE INTERSECAG FACE OF BEAM OR ' ' -� 47 � _ (/2"x4" IN/ BOLTING PER 5/55.2 WHERE BEAM OCCURS) MARK BRACE WELD LENGTH a n (In.) BRACE WELD " " SIZE A (in.) WELD LENGTH "b"LENGTH (In.) WELD n 11 c (in.) GUSSET ft THICKNESS (in.) (GRADE 50) DETAIL REFERENCE CONFIGURATION TYPE TOP OF GUSSET it - WHICHEVER 15 �� ° � q \ s �: ) e11 / . L CLOSEST TO BRACE / "�� � 546 r t O 14 5/f6 12 25 5/6 18/55.5 D // / / / STIFF. %2"x3" (NS F5), TVP. NGRIND 0 14 5rf6 31 12 3/4 13/55.5 G / TRANSITION SMOOTH // TO ATLEAST /2" RADIUS, TYP. / 5094 © 14 5�6 IS IS 3/4 8/55.5 B GUSSET f. PER NOTE: t = THICKNESS OF SCHEDULE, TVP. Chevron Connection 1 GUSSET 2. Q 14 5�fe 14 21 s/e IS/55.5 D 1603) I '��' REINF. PER 20/55.6 © 14 5�6 11 15 3i4 8/55.5 A "A" % BRAGS PER�� BF ELEVATION ilreill<JOAO GU55ET RCOLUMN SCHEDULE --- PER-- BF ELEV. I 1 /PER LINE INTERSECTING \ \ /\ti COLUMN per 14/55.6 NOTE:C-j)[} O S SHA BB ADB WITH NOTCH ALL BRACED FRAME CONNECTI N LL MeI. TOUGH WELD FILLER METAL -SEE GENERAL STRUCTURAL NOTE #40.�1 --,rcto�, j ��• +g `.._._. if,/ i+!fper t.o. slab-on-rade=M �4 per plan- 1 1 -_ -- '�' i' -i + �' �`!, J i �l (; 343 5099 Gusset Plate Connection Schedule 1 5 14/55.6 > >w.Q.1 STIFF. %211x611r GIRD. ON GUSSET l� t.o. ftg. el. S per plan 1 1 1 I l 11 11 "` 11 j 1 1" INSULATION ii ii - 11 PLACE RIGID I ' 11 11 i ' b it 11 EA. 51 DE OF GUSSET AND BASE T., SHEAR ,u 'I'J,t KEYS 4 ANCHOR yr N RODS PER 10/55.6 , Ti'.2..-. 4 5/55.6 U.O.N.- - NOTE: t = THICKNESS OF GUSSET if.. I u N BRACES BELOW TOP OF GONG. SLAB WHERE OCCURS (SHADED).` - ONLY STIFF. TT'S MAY BE IN DIRECT CONTACT W/ CONCRETE 5096 Gusset at Base Plate - HSS Column 1 8 1 8 REMARKS PERMIT SUBMITTAL 11 aim DATE r r CSI O r col I i 1 1 Ioz r N !h it M t0 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 113 PINE STREET - SUITE 300 P: 206/343-0460 SEATTLE, WA 98101 F: 206/343.5691 bula CI CD CDS cep I= Job Number, S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Protect Manager, TJG Drawn By, MRM Sheet Title: BRACED FRAME DETAILS Sheet Number, S5.5 4010 FULLER'SEARS ARCHITECTS REMARKS I 5/4"0 1 1 I I . COLUMN BASE ft 11/2" (GRADE 50) W/ (6)I 11) FI554 GRADE 36 WELDABLE ANCHOR RODS - SEE 10/55.6 A325 -N ERECTION BOLTS PER SCHEDULE IN HORIZ. SHORT -SLOTTED HOLES›'1 r r N 0 ... 1 1 1 54 r N CAP It 1/211 WHERE COLUMN STOPS, U.O.N. N1' 111 12 t0 BRACED FRAME BEAM TO COLUMN CONNECTION SCHEDULE BEAM PER �� V `y �� HOLE SIZE PER SCHEDULE OF 10/55.6 11% 211 %2" PLATE THICKNESS BF ELEVATION EXTEND KERF T. NO. OF PAST FACE OF COLUMN BEAM SIZE (GR 50) PLATE DEPTH PLATE WIDTH WELD SIZE ERECTION BOLTS I WHERE BEAM DOES I I �� �� � � � � \ tjll 3/811 II _ —'N—PLATE DEPTH NOT OCCUR THIS SIDE co WI4 211 -I 1" 2 ti 1 I 1 I I 11 voy 1! i it— 0 01 0 o I , m � i — —IN PER SCHEDULE on WI6 �21I I I I1 q n 3je 11 3 i i i 11 !I l OD co ____ II 1 i i 1 I 1 • i �� \ \ NOTE: ALL WELDS SHALL BE MADE W/ NOTCH TOUGH WELD FILLER MATERIAL - BEAM PER PLAN ' /size per 5EE GENERAL STRUCTURAL NOTE #40. n 611 611 p II an 411 schedule / / HIGH LOAD CONN. PER 20/55.2 WHERE OCCURS THIS SIDE (USE iE. GRADE AND THICKNESS PER SCHEDULE THIS DETAIL) GRADE 50 PLATE PER SCHEDULE KERFED THRU COLUMN WIDTH STIFF. f. PER ID/55.5 (WHERE OCCURS) SHEAR KEY PER 10/55.6 , TYP. 5702 5 It. YPLATE T PER SCHEDULE 5703 GRIND SMOOTH AT TRANSITION COLUMN PER BF ELEVATION tl 4 6I ct. —7----',---T— COLUMN ,C4 t '' %2'� ARG SPOT WELD AT 16"oc SCREW S OR DRIVE SHEAR REINF. PER SCHEDULE r` NUT, BASE ft PER 5/55.6 U.O.N. �,,'' ��,'' HEAVY '' -) NP' � ',' ` ' HEX REVIEWED FOR R. WASHERS CODE COMPLIANCE PINS NOT ACCEPTABLE THREAD TOP 8 OF RODS (MIN.) ,, \ �, / PER SCHEDULE APPROVED AT BRACED FRAME 16GA. TRACK IN/ 1'/4' MIN. FLANGES BRACES / NON -SHRINK GROUT ROD HOLE WASHER ON WASHER AT 4"PROJECTION SHEAR , APR 17 2012 (NO DEFLECTION GAP)[I] DIAMETER DIAMETER BASE E EMBEDDED END (MIN.) REINFORCEMENT l = / - —1 N t.o. ftg. el. \ 1, ,,k City / ,� of Tukwila DIAGONAL H55 BRACE PER BF ELEVS. 5EE 18/55.6 FOR PROTECTED BRACE ZONES 1%211 25 " -- (4)#4 per plan 1 \• �_ BUILDING DIVISION II I I I I_ I I 746 <typ• REINF. PER 10/533 1 - II I �cv 2" 11x4/41"xBASE Lk TVP. 1 1'f j II 11 11 r 11 •U ft I% 11 TVP. II R WIDTH, (GRADE 50) ff. 0 ANCHOR m�� !. IN/ HOLES RODS PER BASE DETAILS PER SCHEDULE STUD WALL TO BRACED FRAME 5713 BRACE CONNECTION DETAIL w.--r-o" % ANCHOR RODS SHALL BE— EMBEDDED TO WITHIN 6 GLR. FROM BOT. OF FTG. .. .. DOUBLE it HEX NUTS, TVP. 5701 1 O - 5EE 10/53.3 FOR FTG. DEPTH WASHERS PER SCHEDULE 1 1 14 / / / / H55 BRACES \ \ \ / / / / / PER BF ELEVATION \\ ism HATCHED AREAS INDICATE PROTECTED ARE NOT PERMITTED IN PROTECTED ZONES. BE COORDINATED WITH THE ENGINEER ZONE. WELDED, BOLTED, SCREWED OR SHOT -IN ATTACHMENTS ALL OTHER ATTACHMENTS IN THE PROTECTED ZONES SHALL PRIOR TO FABRICATION. SEE 7/55.6 GUSSET PLATE effective throat \ // // \ . - / " / full length of flat 11 - V <. \\ \ ._ qo- .. WELD SCHEDULE \ thickness / �4 r surface of GUSSET �.FILLET THICKNESS in. WELD SIZE(in.)- 5�t hss hss 5/ e� 14 �- i� ^ < \ 5/811x 3/4 ,2 111 (GR50) \ \ t. /%� \ \ EA. SIDE / ' \ NOTE: WELDS SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - 5EE GENERAL STRUCTURAL NOTE 440 5095 BF Beam to HSS Column Conn. Schedule 14HSS \ / /6% \ \ / /• \ / / / / 11044 NOTE: NOTCH TOUGH WELD FILLER MATERIAL REQUIRED FOR ALL 5098 WELDS THIS DETAIL - SEE GENERAL STRUCTURAL NOTE #40. Brace Intersection Schedule 15 -� -' 1 1 NOTE: i :,) [-LE \Y/ 11 r r NI LL ni-.\ 1 6 NOTCH TOUGH WELD FILLER MATERIAL;, REQUIRED FOR ALL WELDS THIS - i )JI _-' 1 DETAIL - 5EE GENERAL STRUCTURAL NOTE #40 FOR REQUIREMENTS. i�EIDIft�DLTOf�,I, INC. !�. r \, ::• :.. , %2 4, \0 �— = t GUSSET i�. RADIUS = t2_ t2 ti co / THICKNESS = +1/6" (MAX.) GRIND SMOOTH 3�6 // / — / / / ``� HSS BRACE PER / // / ELEVATION�;,, \ //IIr}II / IIrJII REINF. i� PER / REINF. If . 5/82 EA. SIDE \ \ / / / o0` PER SCHEDULE / 211 / / / SCHEDULE \ SECTION 1` \ / / MAX. It / GUSSET PER \ SCHEDULE OF 15/55.5 vII v (CONFIGURATION11 \ \ VARIES) 1 I 14-4.; \ 5097 I 5712 N.T.5.1 � I 20 I REMARKS PERMIT SUBMITTAL I 1 I 1 me r r N 0 ... oz r N !h N1' 10 t0 1411 huts Ars., hits 13U Sutt1s.11kshigtn11111 LI.214.482.4171 Fu.2U.412.4.041 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 CA M COD Dam 1 CND Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet Title: BRACED FRAME DETAILS Sheet Number. S5.6 © 2010 FR•S FULIEARS ARCHITECTS 1 1 1 2 i i a a 6. O DATE 6/10/2011 11111 346 r H55 FRAMING PER 20/55.1 N FACE OF CONRETE '4 EMBED 3/8"x12"xl'-0" WALL O W/ (4)3/4" x 6" STUDS @ 8"oc EA. WAY Typical PLAN H55 to grind smooth 5706 H55 Connection 5 1IIT TT1f0' FOR GALL -OUTS IN COMMON SEE DETAIL 6i/55.1 5708 4 6 7 34" 4 / E54" -DIM. PER ARCM_PER F. - DIM. ,‘el. per archil ARCM_ 0' �� IO I GAP R 411 * grind smooth -''. HSS 5x5x1/4 � a -1/6"(1) i �4 V /8 TIE -ROD el. per plan #21/2 ~^ H55 PER 20/55.1 , TYP T3ALIGN GLEVIS ? c STIFF ft 1/4" EA. SIDE TO W/ H55 PO5T5 4 �' / 3�6 V BEAM PER PLAN Typical .I 346 5705 H55 Corner Connection I 0 0 � ..4, �� 3/811 �` 3i `�,' DECK PER 20/55.7 E - DIM. � el. per plan SLOPE PER ARCHI L PER ARGHL • — I 10 10 — — — — H55 PER PLAN H55 PER 20/55.1 , TY- ft 54"W l' W/ , 4 , (2)94"0 BOLTS NOTE: %4" 2 3161/2-12 ( 11 11 5707 I @ 3 CONT. BENT X 3 oc. FLOOR FRAMING NOT " SHOWN FOR CLARITY type 4 9 11 12 13 EVIEWED FOR CDE COMPLIANCE ga APPROVED APR 1'7 2012 City of Tu iia UI DIVISION 14 PER ARGH'L o tz 0 H55 IOx3x346 [I I' -IO"] 10/55.1 TYP. AT SHEAR TABS CORNERS PER 01/55.1, TYP 5/55.1 0 TYP. H55 6x2x416 [11'-6"1 H55 bx2xfb [II' -69 1 5 bx2x3r�6 [11 '--6"1 _ ..... ROOF DECK PER PLAN NOTE I ON 52.2A 0 0 se,'—' x cox o N T 1 6 1* H55 6x2x% CII' -6"1 �, STEEL COLUMN PER PLAN ► x/55.1 AT STEEL CONDITIONS C sib V el. per plan 4/55.1 AT CONCRETE CONDITIONS _ GAP 4 °, TYP. - 1„ -,O - 7-,-----,- r, ,,, --; l (.,1-_________L, �;'�`Li � , C." , .. GAP 4" AT MSS ENDS, TYP. �.��..; ri -� __-,.�, � h ( , �� H55 10x3x�/�6 ' i1'1D,� �= '- r,!No _Litx hss to sib <typ.[II'-to"]lid 4 4x4x3/8 x 0'-5"-__,._______I„, TOP $ BOT. FACE OF BUILDING H55 BEAM OR GONG. WALL PER PLAN Typical Gano 5704 Framing Flan 20 dg a /� s6 v 5709 tl 19 8 REMARKS PERMIT IT SUB ITTAL I a a 1 1 DATE 6/10/2011 11111 Io r N M '4 10 t0 Im>� u 1411 Farts An., Suitt 13 Suttle.Wt 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 Nu© a CO~ Q = m = Q M Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number. S5.7 ©2010 FULLER•SEARS ARCHITECTS 5 8 REMARKS PA123 1 6" STUDS PER 10/51.1 ,I 8 STUDS PER 10/51.1 1 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS ANCHORS SHALL ENGAGE HORIZ. REINF.) / rr i i r i (8) I6d @ 4"oc I6d @ 12"oc STAGGERED AT STAGGERED EA. SIDE OF SPLICE ELSEWHERE SHEATHING AND TOPPING 3x PLATE RIPPED TO PER PLAN MATCH FLANGE WIDTH NAIL SHEATHING 2x BLOCKING NAIL SHEATHING TO BLKG. W/ 10d @ 4 oc 1 3x PLATE RIPPED TO MATCH FLANGE WIDTH_ SHEATHING AND TOPPING PER PLAN �.-r r AT 51M. BOTTOM TRACK PER 15/57.1 STEEL BEAM PER PLAN SHEATHING AND r TOPPING PER PLANi r rr■■■■■■■MW■■■■■■■�� " d' r i r JOIST BLKG. @ 48"oc TO BLOCKING W/ (STAGGER EA. SIDE IOd @ 4"oc OF WF BEAM) @ 48"oc JOISTS PER PLAN �- �■■■■■•■■�■■■■■■■��■■■■■■■■■■` "■■�=■■■■■■■� TOP CHORD (ADJACENT SITO pxA4123 1-- , 6 r ' SPLICE BOTTOM CHORD - - .. RE I NF. PER GENERAL 5- - - - - - -, 11 (H55 AT W/ �6 T JJ i T T 1 fi �,�T % - STRUCTURAL NOTES 51M.) } LJ S L -J L- L -J 4'. VI r- - '" U CPL STUDS @ 32 oc ,, (COUNTERSINK NUTS) im. _ / ((2) #5 MIN. CONT.) v ' r1 � i SPLICE II 61-0" MIN. BETWEEN SPLICES ( TOP TRACK PER 5/57.1 [� �. I� JOISTS PER PLAN . 1 s „ JOISTS PER PLAN STEEL BEAM PER PLAN W/ 3/6" 4, CPL STUDS @ 32"oc (COUNTERSINK NUTS) 6720 1 1 „ 2x PAD x l'-0" TO ALIGN W/ JOIST BLKG. CONN. TO BEAM W/ (2) ROWS OF 0.114" 4) 0 JOISTS PER / MASONRY WALL /4 DEFLECTION SPLICE TO OCCUR ENERS PER WEB STIFF MFR's Q 1 GAP ALLOWANCE I PLAN ,- < r i PER PLAN < AT OF VERT. STUD, TYP. 6000 Sawn Lumber - Stud Wall To Plate Splice 3 p p 2x4 FLAT BLKG ((3) JOIST BAYS - 4'-0" MIN) ; r SPECIFICATIONS BRIDGING PER IS/57.1 DRIVE PINS @ 1 oc TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES STUDS PER DETAILS OF LEVEL BELOW 6001 4. 3x12 P.T. LEDGER IN/ (2) ROWS OF 3/"P ANCHOR BOLTS @ I6"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF.) 6715 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 ft 3/6"x6"x0'-8" (2)/2114) x 24" D2L's W/ @ 4"oc 316" LSI. RIM BOARD BLKG. 1"oc 2x BLKG BEHIND NAL BLKG IN/10d N@ 4'bc MARK ' HOEDOWN MIN. NUMBER STUDS, 0PROVIDE U.O.N.SHEATHING LOAD DETAIL REF. WEB STIFFNER ALL STRAPS WHERE MEMBERS iii ii A35 @ _ r STRAP (WHERE PER PLAN « OCCURS) k ° �� w� � 11 , m4 11 � I j / DO NOT OTHERWISE OCCUR 111 111 AND TOPPING PER PLAN �i 11 JOIST BLKG. 48"o6 DOUBLE STUD (FULL HEIGHT) EA. SIDE OF OPENING. NAIL SHEATHING PER PANEL NAILING' COLUMN E HDA SIMPSON 2 61 12/56.1 @ STUDS 4 TRACK PER 4/56.1 STUDS 4 TRACK PER 4/56.1 - - - - _ L L- j „ x HOB SEE DETAIL SEE DETAIL SEE DETAIL 11/56.1 1 DIAPHRAGM BOUNDARY i NAILING tx �T' �� SHEAR WALL SCHEDULE � � � � � �-�� ` _ � �'�'� � < RIM. BOARD ., G516 STRAPS ABOVE BELOW , I I 1 1 HOEDOWN SCHEDULE NOTES: __ I I6d @ 8"oc OPENING OVER SHEATHING (CSI6 STRAPS EA. SIDE WHERE 1 11 11 I III II ..i � � � rm .( / �"` 1...m.-,: = °I `j JOISTS ST5 PER PLAN O CONNECT TOP TRACK PER 15/5.1 TO BLKG. ........7.--.44 0 1AIL PLYWOOD SHEATHING TO STUDS I SCHEDULED PANEL EDGE NAILING. 15 NAILED. RECEIVING HOEDOWN W/ STAGGER NATES 50 THAT EACH 6702 Holddown Schedule 7 JOISTS ' SHEATHING PER 20/56.1 OCCURS EA. SIDE) �� IPS a IS PER PLAN JOIST PER PLAN ASTUD 10d EA. SIDE PER SCHEDULE OF 20/56.1 / o CONT. TOP PLATE - SPLICE PER 3/56.1 ft I n �� �_ �� 3�6 lV FULLY NAIL STRAP EXTENSIONS NAIL THIS DETAIL APPLIES WHERE STRAP SPECIFICALLY GALLED OUT ON PLAN. Shear Wall HALF OF HOLES 6502 Opening p g /4 xb x0 1 EA. SIDE W/ (2)13/4" BOLTS @ 3 oc 6716 IA STUD WALL PER PLAN 1 FOR GALL -OUTS IN COMMON SEE DETAIL 1/56.1 TJI Floor 6102 �- Joist Parallel to Exterior Wall 10 FOR GALL -OUTS _,; ` SHEATHING PER 20/56.1 IN COMMON SEE AT SHEAR WALLS 6101 DETAIL 4/56.1 TJI Floor Joist Perpendicular to Exterior Wall 9 MASONRY WAEE PER PLAN 6 p KERF f� %"xb"xl'-0"t4- (2)3/4" 4) BOLTS MAX. 1 " N��; tin; ADD'L STUD AS READ. AT WALL ENDS (2) STUDS MIN. PLACED BACK TO BACK AND__„1 REVIEWED FOR CODE COMPLIANCE APPROVEDW/ APR 17 2012 Cityof Tukwila BUILDING DIVISION WEEDED TOGETHER PER 13/51.1 `^ KERF WIDTH = 3/611�fAX. CAP 1E14" ': 'to r " I 1 1 51 MP50N HOEDOWN 5/HDUG ; i 1.11 , -I 1. L` 1 ° T FASTENER SPACING SCREWING OF BOTTOM TRACK ATTACHMENT 346 a_J1 ''n MARK 5HB4TH/N6 ® BLOCK AT PANEL EDGES 0i JOIST OR BLKG. TO TOP TRACK DRIVE PINS TO GONG. BELOW SCREWS TO WOOD BELOW CAPACITY OO 0 = 1 BEAM PER PLAN FE %2"x6" 1 ANCHOR BOLT SIZE PER SIMPSON CATALOG 11 FRAMING CONT. WHERE OCCURS 51N -I I/2" PLYWOOD YE5 4s8 @ 6"oc #12 @ 8"oc . 0.1454) @ 1"oc #8 @ 5"oc 280 PLF BEARING x BEAM WIDTH (DAP BEAM AT BEARING ff.) NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY 41 6718 11 ft 1/4 "xI%2"x01_11/21L SW -2 %2" PLYWOOD YE5 #S @ 4"oc #12 @ 6"oc 0.145 @ 7"oc #8 @ 4"oc 366 PLF WASHER W/ NUT EA. SIDE 6701 Metal Stud Hold Down 1 0 5W -3I/2" PLYWOOD YE5 #8 @ 3"oc #I2 @ 4"oc 0.1454) @ 5"oc #8 @ 2I/2"oc 510 PLF SW -4 I/2" PLYWOOD YES #8 @ 2"oc #12 @ 3"oc 0.1454) @ 4"oc #8 @ 2"oc 65o PLF NOTES: _ "x4"x0'-4" I► Q SHEATHING SCREWS SHALL BE APPROVED AND SHALL BE A MINIMUM #8 x I" FLAT HEAD SCREW SHEATHING TO INTERMEDIATE FRAMING W/ SHEATHING SCREWS @ 12"oc. OO SHEAR WALL CAPACITIES ARE BASED ON TABLE 22 -VIII -0 OF THE UBC. STUDS SHALL BE A MINIMUM1$/s"x3/2" WITH A 3/8'1 RETURN LIP. TRACK SHALL BE A MINIMUM ®FRAMING SCREWS SHALL BE #8 x s/8" WAFER HEAD SELF -DRILLING. SCREWS CONNECTING SHALL BE #12 x I/2 WAFER HEAD SELF -DRILLING. u I n g u 0O AT INTERIOR WALES ONLY, rib 053 MAY BE USED IN LIEU OF /2 PLYWOOD AND /8 Plywood L 1 1 WITH A MINIMUM HEAD DIAMETER OF 0.212". I%4"x3%2". JOISTS OR BLOCKING TO TOP TRACK 5 u 05$ MAY BE USED IN LIEU OF /8 PEYWOOD. (I.,,1 , , , I ��� � % �I` i t ;. I � -- -� - - 1 i (. _1 `--------_ -- � � 1 ✓� , f' 1 �J ' L) L .iJ,`J, 1 t�J C , ______ 6500 Sheathed Metal Stud Shear Wall Schedule 20 i. % - TOP I6GA. TRACK W/ I" MIN. LEGS - CONNECT TO COLUMN W/ 0.145"� DRIVE PINS @ 4 oc STAGGERED AT STEL ' I I Al STEEL COLUMN PER PLAN® COLUMN LSL 3%2"x1611 BLKG. BOT. STRAP PERiii, �� 311111_ 11 /e 6PLAN,/ 14 MIN. .:��/0,49;''' _� ..,..�1EMBED � xb x0 --°� '� -- P W/ (2)/2"� x 24" D2L's @ 4"oc �.� 1 '__ :aa. :, -_ / ��•0. ft , JOIST BLKG. PER PLAN (I ' #�/. STIFF %" FACE OF CONCRETE WALL { � FE. a %V 4 CONN. i'.4'v.�M1�, PER 6/56.1 3/�b 546V I6GA. TRACK W/S 116" MIN. LEGS - CONNECT TO CONC. IN/ 0.145"4) DRIVE 6703 FOR GALL -OUTS 6719 IN COMMON SEE DETAIL 5/56.1 16 PINS @ 4"oc STAGGERED AT CONCRETE WILL 1 7 1 1 5 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE 6/10/2011 1 1 1 1 1 o r N M d' M CD•0 1411 Feud ha..Sbits 1314 SuttliAkibiagtes94111 TeI.2114.412.4I10 Fn.2U. 12.440 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 1m 2C cc '3 14 COS Ca bid cz cs en r31® CO re Isom Job Number. S101203-02 Date; JUNE 10, 2011 Principal In Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number, S6.1 FULL® ER•1010 SEARS ARCHIT®CTR 1 1 1 1 U 1 1 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 DATE v- s p_ (0 1 P.T. 2x PLATE IN/ 54%) ANCHOR BOLTS @ 16"oc - COUNTERSINK BOLTS 1 1 I oz r N NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc 1' H2.5 @ 48"oc (ALIGN IN/ PLAT BLKG.) 10d @ 4"oc TYP. _ SHEATHING AND TOPPING PER PLAN Ibd @ 8"oc SHEATHING PER ARCHIL OR SPECS. STRINGERS PER 3/56.2 , TYP. .0„&4-37.m ��- -m 4x12 t ,1 ,," T �IN III \Ilk*�. ') �� N T �-I,�rrTTrrl�,� 1 I,T C ,: = II 2x BLKG. - A 18156.2 I 1 I ►jam � rJ • , 1 1 1 1 1 1 1 ��,�� 1 1 1 ,�-''/• .� ,�' ; ; / ; JOISTS PLAN CONTINUE v PER P.T. LEDGER v JOISTS PER -� `x'� -I 1 2x12 STEP I 1 I I 20/56.2 . • • 2x12 LEDGER W/ (3) Ibd EA. STUD „ 4 Ibd Vac INTO I/S .2 L� 0/ 3 1 BOARD TYP. (2)2x8 CONT. AT CENTER CONDITION -- �` �la>w. _'-_ = - ` = 51N ,_._:_. __ 2x4 FLAT BLKG. @ 48"oc (ALIGN W/ STUD) @ BLKG. 2x8 CONT. AT EDGE CONDITION T3 Typical 6705 Stair Stringers P.T. 3x12 LEDGER W/ 3i4"� ANCHOR BOLTS PER 2/56.1 - a ` 2x12 @ I6"oc ' SYSTEM s �� HE FLOOR CONSISTS OF / T$G @ 12 oc - (3) BOLTS SHEATI- NG 48/24). MASONRY WALL MIN. W/ (I) BOLT . PER PLAN WITHIN 6 OF EA. 6714 END OF LEDGER 2 FOR GALL -OUTS IN COMMON SEE - -- DROPPED HEADER WHERE OCCURS 6710 SU I L1� I Nc3 E STA I F 0 U N AT NAIL SHEATHING EDGES IN/10d ALL INTERMEDIATE GLUE SHEATHING ADHESIVE CONFORMING SPECIFICATION I ON $ FRAMING _ AT ALL FRAMED PANEL @ 6 oc. NAIL SHEATHING AT SUPPORTS W/ 10d @ 12"oc. AT ALL SUPPORTS IN/ - TO A.P.A. AFG-01. PLAN DETAIL 6/56.2 1 DIAPHRAGM BOUNDARY el. per orch'1 AGE POST GAP NAILING `-''`N_ CONT. TOP PLATE1 e e EA. SIDE SPLICE PER 3/56.1 WM412 HANGER - FLANGE OFFSET TO INSIDE OF BEAM AT COLUMN • LB HANGERS H2.5 48"oc SHEATHING PER 20/56.2 @ 2x BLKG. LU28 HANGER (LU528 2 HANGER AT DOUBLE1 • SHEATHING PER STRINGERS)- NAIL 1 ;1 1-J L-JDIAPHRAGM 20/56.2 BOUNDARY NAILING - Ibd 8"oc . OVER WALL SHEATHING 1 • , � @ IL � , E J JOISTS PER 20/56.2 < STUD WALL PER 20/56.2 ,''� _`. =' // 6 STRINGERS PER 3/56.2 , TYP. -_ - - 8/56.2 - 4x12 REVIEWED FOR CO A PROVLIANCE ED APR 17 2012 4 SHEATHING PER 20/56.1 2x LEDGER W/ (3)I6d EA. STUD AND Ibd @ 8"oc INTO BLKG. IIA AT SHEAR WALLS i I I ; JO I STS PER 20/56.2 L� STAIR STRINGER WHERE OCCURS, 6709 LUS HANGERS -4-1- COLUMN BEYOND - PER 20/56.2 (b/S.2I 1 I I I I w I 1 City of Tuvila FOR GALL -OUTS IN COMMON SEE 6713 BEAM PER 20/56.2 6708 81 1 1 1 DETAIL 10/5.1 $ 13/5.2 7 1 1 I BUILDING6 113 5�6 21 __ _L-_ ` 2x12@16"oc - I/56.2 GMU WALL PER PLAN/DETAILS jn V 1- ® -- FLOOR 3/4" - X N - - _ - THE SYSTEM CONSISTS OF T$G SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL / SHEATHING PER 20/56.2 BRIDGING PER IS/57.1 kinui � -, �� - - - - EDGES W/ 10d @ 6"oc. NAIL SHEATHING AT Q _ -_ " ALL INTERMEDIATE SUPPORTS W/ 10d @ 12 oc. #10 SCREWS@bOC JOIST PER 20/56.2 (ORIENTATION VARIES AT SIM.) 4 ,r u u ■ GLUE SHEATHING AT ALL SUPPORTS IN/ ' ADHESIVE CONFORMING TO A.P.A. LB HANGERS - ATTACH W/ (4)#8 SCREWS CONT. I6GA. TRACK W/ I%" LEGS -ATTACHPrw-,V,-' AFG-01. FLOOR SYSTEM SSPECIFICATION TYPICAL STS II/56.2 I i?FRAM x/56.2 AT STEEL GONDS.SHEATHING 2/56.2 AT CMU CONDS. I �G PLAN DESIGNED FOR 125 PSF SUPERIMPOSED LIGHT STORAGE. NAILING PER 3/56.2 � PER 20/56.2 2 N/ (2) ROWS OF 5/6"(I) EXPANSION BOLTS @ 16 "oc STAGGERED' ' e ��,// • II ", AT GMU PALL SEE STEEL CONDITION FOR GALL -OUTS IN COMMON JOIST PER 20/56.2 ,,- BEAM PER 20/56.2 _ r sr - 51M. - - p+i` LU28 HANGER - LU528-2 HANGER AT DOUBLE GOVT. 2x FILL PIECE THA213 HANGER AT SINGLE 2x8 STRINGER - THA218-2 AT DOUBLE BEAM PER 20/56.2 STRINGERS (HUG HANGERS WHERE READ) JOIST PER 20/56.2 #8 GOVT. 16&A. TRACK STEP BOARD PER 3/56.2 2x8 STRINGERS (THAG HANGERS WHERE REX)10/53.2 SCREWS @ 12"oc IN/ IV LEGS - ATTACH OVER SHEATHING IN/ SHEATHING PER 20/56.1(3010 AT SHEAR WALLS ' ' 1- SCREWS EA. FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 6717 1 2 STRINGER PER 3/56.2 6706 Stair Landis s 1 g S.ND 6712 STUDS PER DETAILS AT STEEL STUD MALLS 1 OF LEVEL BELOW / 1 � - -I 1 I- ,- T -I � � 18/56.2 1 1 1 1 1 1 1 H-1- . 1 -- - �-'- 1 6 1 1 110/p3 1 1 1 L 1 �_-_ 1 1 1 1 1 1 - _7_-__]_�„� a .aFs.... C�Ee e e , ,1141' rs � � r f� uY`^ a ; 10/53.2 rtr- - - +� 1-' iL '�' [1 [ 1�1A1 I � ----)-1 1 I _ --- L _ _ T ,' I �i 1W ) STRINGER PER 3/56.2 _ _ _ t EID MIDDLETON, INC. A35 CLIP EA.I STRINGER 1 1 _f ,, .' .'� • ,.' ,,- P.T. 2x10 W/ 1/2"(1) ANCHOR BOLTS @ I6"oc 1 TY' I G I 5 T I O U TION A N 1 4$214 1 AIL SLAB -ON -GRADE PER PLAN i JOIST PER 20/56.2 HANGER • x x x ><�x x x x x x x LU28 -LU528-2 HANGER AT DOUBLE STRINGERS i L]_ o 1 __ 2x RIM BOARD (HUG HANGER WHERE REOD.) (2)#4 CONT. III II - I - t - t -Ill CONT. TOP PLATE - SPLICE PER 3/56.1 WALL TOP 4 BOT. 1'-6" 6704 /4 = 1111 Stair gamin Plans 2 0 1 g STUD PER PLAN, 6707 1 8 1 FOR GALL -OUTS -H--- IN COMMON SEE DETAIL 13/56.2 Stair Land In 6711 s 1 7 1 5 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 DATE v- s p_ (0 1 I 1 1 I oz r N !f3 1' N (o 4 4 '1� A COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET- SUITE 300 P. 2061343.0460 SEATTLE, WA 98101 F: 2061343.5691 COD gam 1CC M Cog Ca ce cas eel C/3 hold Poi 5 lemi Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Protect Manager. TJG Drawn By. MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number. S6.2 2010 FULLER•SEARS ARCHITRCT• 5 s REMARKS 110- ISI F 16 GA. TRACK - CONNECT TO COL. 1 i BEAM PER PLAN (CONC. SLAB WHERE OCCURS) BEAM PER PLAN (CONC. SLAB WHERE OCCURS) T r N O co 1 . ATTACH TRACK W/ (2)ROWS OF 0.141 DRIVE PINS 1 - DEFLECTION ALLOWANCE C5 - DEFLECTION ALLOWANCE @ 3211oc TO BEAM OR - - PER DETAILS -_\- PER DETAILS to 0 SLAB ABOVE �1 8 8 r CLIPS PER 15/51.1 W/ DRIVE PINS (4,4"oc STAGGERED (3) #12 SCREWS SUPPLIED 1/21 ARC SPOT WELD AT I6"oc SCREWS OR DRIVE FOR H S131-0" IN/ VERTICLIP, INSTALL I" TRACK PER DETAIL o f 16GA. TRACK W/ 2" MIN. LEGS. FROM TOP OF 1%2" VERT. SLOTS IN CLIP FOR 15'-011 < H S 31'-0" = z AT LEFT I� f-7- PINS NOT ACCEPTABLE SILL PER 8/511 �' I I (3)#8 @ 2"oc EA. SIDE AT BRACED FRAME DRIFTCLIP DSL800 BY THE 14GA. TRACK W/ 2"MIN. LEGS I6GA. TRACK (20GA. MIN. AT INTERIOR WALLS) BRACES STEEL NETWORK EA. 510E W/ I%411 MIN. FLANGES NO DEFLECTION GAP) STUDS PER 20/57.1 OF JAMB STUDS AT ALL 12" O 1 `- STUDS. ATTACH TO BEAM JAMB STUDS PER ti Ems_ _ i • 0 1 1 - I L ' DIAGONAL H55 BRACE PER BF ELEVS. 11/2" = 11-011 <MTL-064> WELD BRIDGING PER IS/57.1 ABOVE W/ (3) 0.14"0 DRIVE PINS PER <MTL-023> T(P. 611, , 8�r @ cL HORIZ. LEG @ 3"oc MIN. (USE (S)#10 SCREWS TO TRACK $ 10,�JAMB STUDS $ STUDS ABV. WHERE No BEAM OCCURS) NOTES: USE DSL600 ®6" WALL STTr'S UD/2"STUDS 1WALL 1 1 HEADER PER 8/57.1 < H55 COL. PER PLAN �L Y TO THE TOP OF TYPICAL SIMPLE I. CONNECTIONS SHOWN THIS DETAIL APPLY SPANNING WALL STUDS WHERE DEFLECTION ALLOWANCE OCCURS. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE 5TUD5 BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7007 I„_I,_o,1 SILL CLIPS PER 15/511 CONN. AT STEEL COLUMNS HEADER CONN. AT STEEL 7008 COLUMNS 2 TYPICAL INTERIOR STUD WALL BRACE OR EXTERIOR 7009 TO BRACED FRAME �,�„_�,_o„ 3 CONNECTION DETAIL 5 5/57.1 --,-----+------;-, , I . 1 STUDS PER 20/511 SPAN 1L' CONDITION HEADER TYPE NO. OF FULL HT. JAMB STUDS U.O.N. PER PLAN 2 �. L S �'-O" A S r r -4 STUDS PER SCHEDULE ' 1 q'-0" < L S 151-0" B 3 CONT. 16GA. CONT. 16GA. #8 SCREWS @ 611 oc, TYP. #8 SCREWS TRACK (SPLICE I§ 6"oc, TYP.TRACK PER 12/511)SPLICES) (No * 12' MAX OPENING ON EACH SIDE OF FULL HEIGHT STUD THRU WINDOW 8/511 TYPICAL SIMPLE SPANNING STUD WALL SCHEDULE _ J_ STUD CLEAR STUD WALL TYPE • • I i • • 1 EXTEND HEADER WEBS - -- WIDTH HEIGHT 'H' PER 20/51.1 U.O.N. HEADER PER SCHEDULE , (2)8005162-43 ' OVER JAMBS 4 CONNECT OF 8/511 6 H S 14'-O" 5-618 HEADER (USE SILL CONFIGURATION (2)8005162-43 HEADER IN/ (208 SCREWS TO EA. MD, . IIL11 14'-011 < H S 20'-O" 5-616 / /II BELOW WHERE PE- % -1.1 8„ H S 14'-O" 5-818 HEIGHT OF WALL 1,_____z SILL JAMB z o ' -WHERE HEADER CONNECTS o ABOVE OPENINGSILL CONNECT TO DIRECTLY TO STEEL PER SCHEDULE OF <MTL-068> WHERE OCCURS 14'-0" < H S 20'-O" 5-816 15 LESS THAN IS") STUDS BEYOND IN/ 0 CONNECT SILL TO JAMB STUDS BEYOND COLS. ATTACH HEADER (CONFIGURATION VARIES) CLIPS PER 15/51.1 TOP W/ CLIPS PER <MTL-065> ( 3- _ fir- PER 2/51.1 4 BOT. OF BUILT-UP REVIEWED FOR SECTION J L } -' < �. NO. OF FULL HT. STUDS PER 8 57.1 AMB S U.O.N. (WELD PER 13/51.1) CO APPROVED DE CE CONT. 16GA. STUD IN i 11 11 CONT. 16GA. IN/ I/2 LEG SILL 16GA. STUDS PER SCHEDULE 15/8 FLANGES (NO SPLICES) - CONNECT TRACK (SPLICE PER 12/57.1) CONT. SILL TRACK W/ 1%2" LEG (WELD PER 13/51.1) S 4/56.1 TYP., U.O.N. > APR 1 7 2012 •RACK City of Tukwila BUILDING DIVISION 7001 10 #8 i CLIPS PER 15/51.1 TO TRACK IN/ SCREWS 1 WHERE OCCURS @ EA. T TO 7006 6"oc EA. SIDE (NO SPLICES) HEADER B SECTION HEADER A SECTION JAMB STUD TYP. JAMB CONNECTION (SEE 2/51.1 AT STEEL COL) 8 11 2" STUD PER PLAN OR DETAILS0.14"0 12"oc JAMB STUDS PER 20/57.1 - DRIVE PINS PER TO STEEL OR GONG. USE (308 SCREWS'40WELD NO PUNGHOUT SHALL WITHIN 12" FROM END OF STUDS, 1 SUPPORTS (EMBED 11" AT TO ATTACH 4 TO WEB GONG.) ATTACH W/ (2) ROWS 13/51.1 CLIP EA. SIDE AT 'I%2-36 WHERE JOISTSOGGUR STUDS OR ARE SHOWN TO ABUT, WELD A5 SHOWN 211 � TYP TYP. CLIP 1%2x1 x I6GA. OF #8 SCREWS @ I6 oc TO - METAL FRAMING SUPPORTS LENGTH STUD WIDTH JAMB STUDS 4 AT ALL 12" STUDS TYP. //� i U 11 STUDS MUST FULLY SEATED1111 AGAINST TRACK, 16GA. TRACK IN I" MIN. LEGS BE TYP. © LESS 1/2" 166A. TRACK I11 MIN. LEGS W/ �' 4111 + © --- ' J 1--- MAX. . 16GA. x TRACK WIDTH W/ (2) ROWS @ 4"oc OF (6)#8 SCREWS, GIRD. ON SPLICE t = GAGE OF MATERIAL 'TRACK F #8 SCREW EA. 510E (2)0.I4"0 DRIVE PINS TO STEEL TRACK PER DETAILS WHERE TYP. 6", 8" $ 10" WALL STUDS JAMB STUDS $ TYP. OR GONG. SUPPORTS (EMBED 11/2" AT GONG.) ATTACH IN/ (3)#8 12" STUDS SCREWS TO METAL FRAMING SUPPORTS rV2-36 Multiple2. 5209 Stud or Joist Connection 1 3 TRACK SPLICE READ. SHALL BE LOCATED MIDSPAN OF HEADERS OR SILLS 7004 12 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 15 16 `� �� 4 16GA.xl1llxl�211 �/ -r METAL. FRAMING NOTES: I. METAL FRAMING USED SHALL CONFORM TO THE SPEGIFIGATIONS 6. WALL FRAMING: OUTLINED IN THE GENERAL NOTES IN ADDITION TO REQUIREMENTS TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END ,F: --WALLS____.__ 1 ' ' ��;' NOTED HERE. AND AT EACH SIDE OF ALL OPENINGS. SEE (.1000) DR�WALL� () FRAMING OF OPENINGS, U.O.N.1�=,';1- 2. METAL FRAMING 4 STRAP BRACING SHALL BE G60 GALVANIZED I(! UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: 1. SEE 18/511 FOR REQUIRED BRIDGING. 12, 14, AND 16 GAGE ASTM A653 OR A1003, GRADE 50 8. SEE ARGHL FOR SIZING 4 DETAILING OF INTERIOR, N NEARING YWAIL 18 AND 20 GAGE ASTM A653 OR A1003, GRADE 33 q. SEE 3/511 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 G1280. METAL 5TUD WALL TYPES: ir 1 �_ it �/ 111 �� nSCHEDULE 1 t } S N, INC, BRIDGE CLIP, TYP. NOTES: I. BRIDGING 15 REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING 15 ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TOWALL , 401144.11/ / ''` �r 166A. 7%2- BRIDGING A 0 0 / - - (408 SCREWS- DESIGNATION STUD TYPE SPACING 4. TRACK SECTIONS SHALL BE UNPUNGHED AND HAVE AT LEAST I FLANGES. 5-616 5. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AWS 5-618 DI.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE 5-816 THE SPECIFIED GLASSES OF WELD. 5-818 1) NOTE: SEE PLAN FOR 6005131-54 16"oc LOCATIONS OF STRUCTURAL 6005131-43 16"oc STUD GROUPS DESIGNATED 5005162-54 I611oc <X> WHICH SUPPORT BEAMS 8005162-43 16"oc OR JOISTS. WELD STUD GROUPS TOGETHER PER 13/51.1 7000 :3 Metal FramingNotes 2 V BOTH ROTATION AND MINOR MIS BENDING CAUSED BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED A5 SHOWN. 150U50-54 CHANNEL @ 4'-0"oc MAX. VERTICALLY, TYP. Bridging 9 9 for 7002 Metal Stud Wall 1D I 5 s REMARKS PERMIT SUBMITTAL 1 1 DATE T r N O co 1 . 1 1 C5 r N CO d' to 0 ttI.,SSlsligta911/1 i11.2U.4$2.1171 Fu.241.112.4 1411 hall An.. Saito 13t4 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 CA M CA CID MS = 7 O Q CO Q CO = = Q s Zct = = co = ler Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: TYP. NON -LOAD BEARING METAL STUD DETAILS Sheet Number. S7.1 o2010 FULLER•SEARS ARCHITUCT$