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HomeMy WebLinkAboutPermit D11-244 - INTERURBAN OFFICE - BUILDING EINTERURBAN OFFICE BUILDING E 14510 INTERURBAN AVE S D11-244 0 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 Parcel No: 3365901630 DEVELOPMENT PERMIT Permit Number: D11-244 Address: 14510 INTERURBAN AVE S Issue Date: 10/3/2014 Permit Expires On: 4/1/2015 Project Name: INTERURBAN OFFICE BUILDING E Owner: Name: SANFT LOUIE Address: 6120 52ND AVE S, SEATTLE, WA, 98118 Contact Person: Name: LOUIE SANFT Phone: (206) 930-9324 Address: 6120 52 AVENUE S , SEATTLE, WA, 98118 Contractor: Name: J R ABBOTT CONSTRUCTION, INC. Phone: (206) 467-8500 Address: 3408 1ST AVE S SUITE 101, SEATTLE, WA, 98134-1805 License No: JRABBCI0221Z Expiration Date: 3/1/2016 Lender: Name: Address: II 1 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, SANITARY SIDE SEWER, AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. D11-060. TRANSPORTATION IMPACT FEE BASED ON 2,444 GFA. TRAFFIC CONCURRENCY PAID UNDER PW PERMIT NO. C10-020. Project Valuation: $224,258.36 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: V -B Fees Collected: $26,629.59 Occupancy per IBC: S -1/B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: • r International Building Code Edition: 2012 International Fuel Gas Code: 2012 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WA State Energy Code: 2012 Uniform Plumbing Code Edition: 2012 Public Works Activities: Channelization/Striping: 0 Curb Cut/Access/Sidewalk: 0 Fire Loop Hydrant: 0 Flood Control Zone: 0 Hauling/Oversize Load: 0 Land Altering: Volumes: Cut: 709 Fill: 0 Landscape Irrigation: 0 Sanitary Side Sewer: Number: 1 Sewer Main Extension: PUBLIC Storm Drainage: 0 Street Use: 0 Water Main Extension: PRIVATE Water Meter: Yes Permit Center Authorized Signature: V Date: (0/3// �f I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: A A ' 0) LOW 1' Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. • • 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: 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. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: All wood to remain in placed concrete shall be treated wood. 15: Masonry construction shall be special inspected. 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 18: 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). 19: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 20: 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. 21: 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. 22: ***FIRE DEPARTMENT CONDITIONS*** 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 24: 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) 25: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) • • 26: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 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) 27: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 28: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 29: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 30: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 31: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 32: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 33: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 34: 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) 35: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be Tess than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 36: 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) 37: 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) 38: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) • 1 39: 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) 40: Install a listed, electrically supervised wall indicating valve (WIV) on the exterior east side of the building close to a corner. The valve to be at a height of 36 inches above grade and plumbed in upstream of the fire dept. connection (FDC). 41: U.L. central station supervision is required. (City Ordinance #2327) 42: 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). 43: 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) 44: 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) 45: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 46: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2327) 47: 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) 48: 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) 49: Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir allowed. (City Ordinance #2327) 50: 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) 51: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13-6.2.8) 52: 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). 53: 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) 54: 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) 55: 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) 56: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 57: 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. 58: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. • • 59: 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. 60: 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) 61: 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) 62: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 63: 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) 64: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2328) 65: 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) 66: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 67: 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) 68: 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) 69: 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) 70: 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) 71: 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) 72: Fire hydrants shall be oriented in the direction of fire apparatus access. 73: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X- 3472 Case Yellow. 74: 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) 75: Fire hydrant installation requires a Public Works permit. 76: 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) • 77: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 78: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 79: 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. 80: 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) 81: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 82: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 83: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 84: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 85: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 86: 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. 87: 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. 88: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 89: Transportation Impact Fee due prior to issuance of this Building Permit is $2,199.00. Based on 2,444 sq ft/GFA of Warehouse in Zone 2 at $0.90 per sq ft/GFA. If Building E 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. 90: 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. 91: 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. 92: Project shall comply with Geotechnical Engineering Study by GEOTECH CONSULTANTS, INC. dated September 1, 2010 and any subsequent Geotechnical reports/evaluations. 93: Any material spilled onto any street shall be cleaned up immediately. 94: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 95: 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. 96: The Land Altering Permit Fee is based upon an estimated 709 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. 97: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 98: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. • • 99: ***PLANNING DEPARTMENT CONDITIONS*** 100: 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. 101: 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. 102: Signs are not approved as part of this permit. A separate sign permit is required. 103: A soils inspection is required after amending the soil, but before any plants. 104: 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. 105: 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. 106: All existing trees on the site shall be retained. 107: A Binding Site Improvement Plan for the project site shall be recorded prior to final approval of this permit. 108: 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. 109: The location of landscaping on the east side of Building E will need to be adjusted due to the change in the design of the east building elevation. In this area, an attempt should be made to locate trees and shrubs in such a way as to screen blank wall areas. These changes shall be made as adjustments in the field at the time of planting. 110: Prior to issuance of this permit, the Owner/Applicant shall complete and provide a non-residential sewer use certificate for Building 'E'. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5190 BACKFLOW - WATER 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 5210 EROSION MEASURES FNL 1400 FIRE FINAL 5020 FIRE LOOP HYDRANT 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 0502 LATH & GYPSUM 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION • 1600 PUBLIC WORKS FINAL 0603 ROOF/CEILING INSUL 5070 SANITARY SIDE SEWER 4000 SI -CONCRETE CONST 4022 SI -MASONRY 4004 SI -WELDING 5090 STORM DRAINAGE 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKIDA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httn://www.TukwilaWA.qov Building Peril, No. 1)11----1-11-1 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. 7f6 la -0/0 Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 1451Interurban Ave S Tukwila WA 98188 Tenant Name: Interurban Warehouses and office King Co Assessor's Tax No.: 3365901605, 3365901630 Suite Number: Bldg Floor: New Tenant: 0 Yes J ..No Property Owners N me: A & B Properties, Louie Sanft Mailing Address: 2nd Ave S Seattle, WA 98118 Zip City State CONTACT PERSON — who do we contact when your permit is readyto'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: Zip TBD Contact Person: E -Mail Address: Contractor Registration Number: City Day Telephone: Fax Number: Expiration Date: State ARCHITECT OF RECORD - All plans must be stamped by Architect of Record Company Name: Fuller Sears Architects Mailing Address: 1411 4th Ave #1306 Contact Person: Tom Jordan Seattle, WA 98101 E -Mail Address: tjordan@fullersears.com City State Day Telephone: (206) 682-6170 Fax Number: (206) 682-6480 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Coughlin Porter Lundeen Mailing Address: 413 Pine St Contact Person: Eric Lentz Seattle, WA 98101 E -Mail Address: ericL@cplinc.com H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh City Day Telephone: Fax Number: State (206) 343-0460 Zip Page 1 of 6 BUILDING PERMIT 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? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: 40.7 #14/1,4),A,-6, b 1/-O60Q 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: 0 Sprinklers 0 Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. 0 Other (specify) 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 Type of Occupancy per IBC 15fFloor !/973-- V -B /4? 2nd, Floor i(l/ V -B vyj 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: 40.7 #14/1,4),A,-6, b 1/-O60Q 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: 0 Sprinklers 0 Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. 0 Other (specify) H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 PERMIT APPLICATION NOTES - Applicable to all permits in this application IDate Application Accepted: 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 13Y THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER R AUTHORI D AGENT: Signature: Print Name: Tom Jordan Mailing Address: 1411 4th Ave #1306 Date: 7/21/11 Day Telephone: 206 682 6170 Seattle, WA 98101 -2--21- I City State Zip Date Application Expires: Staff Initials: H:\Applications\Forms-Applications On Line\20I0 Applications \7-2010 - Permit Application.doc Revised: 7-2010 bh Page 6 of 6 BULLI_ I IN HL AsYPE C PERMIT FEE ESTIMATE PLAN REVIEVaDAPPROVAL FEES DUE WITH APIW ',- NATION PIN may adjust estimated fees PROJECT NAME Interurban Office Bldg, E PERMIT # D11- 2 (6) (4sio i ISAVA64/It 5.) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: i l Mobilization `*'`� Erosion prevention itgok A. Total Improvements 3. Calculate improvement -based fees: / 87 i B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. -$27000700— D. e—D. 1.5% of amount over $200,000 of A. --x7327740" 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards -&7269-- cubic yards $250 (1) r/S o ._ Watez 1 .ofir / $258,140.00 100 $1,155,160.00 Enter total fill volume $ l$'t `i z (4) -- Use the following table to estimate the grading plan review and permit fee. • USG 1116 giai.ci W. LII.. .,AVU. V µ...,......aw QUANTITY IN CUBIC YARDS a... ...�..»----' 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 lsi. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ —12277-5' (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION OO (1+4+5) $141 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) $ $1 tie 1 9- (6) $ 7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 7. Pavement Mitigation Fee 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 0 8. GRADING Permit Review Fee $ 54 -(8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 ✓ 101-1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001-10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001-100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 BULLETIN A2 PE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may.adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct (S25) B. Flood Control Zone ($50) C. Water Meter — Permanent* Ito -$see— V{o, 1it4o1.0I D. Water Meter — Water only* f 42780879G— E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees CitScA'bb ‘4469— DUE 1Od 9 - DUE WHEN PERMIT IS ISSUED ev I.100 $ / .243,90,00.._ (9) $ os $ZIA4i50 $ 61o12 <48;04IIo00— Total A through I $ 111211 4819*M 1 (1 0) 553 50 (6+7+8+9+10) $, • 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 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 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 CRWSYSTEMS DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY I PAID $2,199.00 D11-244 Address: 14510 INTERURBAN AVE S Apn: 3365901630 $2,199.00 PUBLIC WORKS TRAFFIC IMPACT FEE TOTAL FEES PAID BY RECEIPT: R3469 R104.345.840.00.00 0.00 $2,199.00 $2,199.00 $2,199.00 F12—es Qope,(AA r %din rrtri ht.a enS geus.cess eJ U 'idde r r7h.-kJ _G reya-cc( Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 055143 Printed: Tuesday, November 04, 2014 11:42 AM 1 of 1 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID $25,045. D11-244 Address :14510 INTERURBAN AVE S Apn: 3365901630 $25,045.44 Building Fee $2,437.15 Building Fee R000.322.100.00.00 1.00 $2,437.15 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 $3,380.79 FIRE R304.345.852.00.00 0.00 $2,074.08 PARK R104.345.851.00.00 0.00 $1,306.71 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 $2,199.00 PLAN/DEV CONTRIBUTIONS R104.367.120.00.00 1.00 $2,199.00 PW BASE APPLICATION FEE $250.00 PW BASE APPLICATION FEE R000.322.100.00.00 1.00 $250.00 PW LAND ALT PERMIT FEE $159.50 PW LAND ALT PERMIT FEE R000.342.400.00.00 1.00 $159.50 PW LAND ALT PLAN REVIEW $37.00 PW LAND ALT PLAN REVIEW R000.345.830.00.00 1.00 $37.00 STATE BUILDING SURCHARGE $4.50 STATE BUILDING SURCHARGE B640.237.114 1.00 $4.50 Turn On Fee Meter #1 $50.00 Turn On Fee Meter #1 R401.343.405.00.00 1.00 $50.00 WATER INSTALLATION (DEP) $950.00 WATER INSTALLATION (DEP) 8401.245.100 1.00 $950.00 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 055143 Printed: Friday, October 03, 2014 2:52 PM 1 of 2 SYSTEMS Cash Register Receipt City of Tukwila TOTAL FEES PAID BY RECEIPT: R3230 $25,045.44 Date Paid: Friday, October 03, 2014 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 055143 Printed: Friday, October 03, 2014 2:52 PM 2 of 2 CSYSTEMS Cid of Tukwila. Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www. ci. tukwila. wa. us SET RECEIPT RECEIPT NO: R11-01537 Initials: Payment Date: 07/21/2011 User ID: 1655 Total Payment: 11,472.34 Payee: LOUIE SANFT SET ID: 072111 SET NAME: INTERURBAN OFFICE BLDGS SET TRANSACTIONS: Set Member Amount D11-242 5,145.92 D11-243 4,742.27 D11-244 1,584.15 i TOTAL: 5,145.92 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 11,472.34 TOTAL: 11,472.34 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 11,472.34 TOTAL: 11, 472.34 INSPECTION RECORD Retain a copy with permit INSP ION 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 DIS -zyy Project: 'i1`ia1 GAta O �G( lac b&- Tyke of Inspection: lU 'Lb/ xi G FirAL Address: /'/So T �l✓ Date Called: SpecialInstructions: / G Date Wanted: a.m. p.m. Requester: Phone No: g4Approved per applicable codes. Corrections required prior to approval. COMMENTS: 01 Inspector: /l� Date: 7 / 0 /j REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INS INSPECTION RECORD Retain a copy with permit N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 11(- 24(K 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: eve G��,�e, Type of Insp tion: �r9i I Address: -t'� �_ iorc �e-�e Called Sp cial Instructions: MilGj Date Wanted �� a.m. p.m. Requester: Phone No: Phone EIApproved per applicable codes. Corrections required prior to approval. COMMENTS: -4 _ L6( 0�v v(d�, &V) p, ((s g �lot � �P cool taws tfot Inspector:V.& Dateq: 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 .b// - Project: (:5r let Id5 E Typ of Inspection: Rlalq rii✓r1 ":/ku-"I'Q(/ .1F/tvr:1 Address: PKV 7 .- J UAW idut s Date C led: Special Instructions: Aill Date Wanted: p.- /2-/:5 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1_r ks (. , fhf) d i We. r 0 P4Rk ft( F► ha y ger-avc/ ":/ku-"I'Q(/ .1F/tvr:1 f`cFt(elZev74cr egyi i r-� J c*("°k, Inspector: Date©_ `Z _ Ls— REINSPECTION REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 )) -24tL/ Project:roTpp�� -/ Ll1l""&r % INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Proje t: wh e-120leg Type of i spection: '.ttt / Address: i iirj 0 Lterlkrb 1,4J Date Called: --rte, Special Instructions: 51015 Date Wanted: li _ /3--- � p.m. a.m. Reiester: phone No: Approved per applicable codes. ElCorrections requred prior to approval. K rt Cidc- ' 0L. -A c4- Q 's Inspector: Date: 3_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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: M1� 1c, ��SE'iS Type o i spection:/z1 r&d`t4'l� ' ?' °fr » . Address:�� jam,, t'ts( 0 `_76dCPU,V &Ui ii Date Caped: -So , Special Instructions: Date Wanted: 3`-(7`-(5— a.m. p.m. /rfy E --��ll 1 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: f(11 - Inspector: Date: _ 17 _45_ REINSPECTION FEE REQUIRED. Prior to next inspection. Fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Oto Z. 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:.• � t1v/..b4N o-%Fi Type jo .�inspection: ---t.9,•) k ,n6 1 r '/15 Address: /j5/6 1, �r✓f3A-n/ Date Called: Special Instructions: / 7/,,/,.\l9,e)1 iA fectduse- p del .5 fici , Date wanted: Z? (- /� /`._ p.m. Requester. Phone No: Approved per applicable codes.;. COMMENTS: Corrections required prior to approval. exc��of- C,Dk lAe-G-i-f ° Insptor: Date: 7 /5 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM! NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Protect: '717_,, r u r Ji kj - c 4 fP S Type of Inspection:. ._.r p(m. i n T)P-e-0\. ra-,,Ac. .. UIQ mi i Tti -A S (-0 r coPeo W Address: i'I 5 is T.A. !. u r -b MAW .: Date Called: t°-•,. Special Instructions: Date Wanted:.— ,S-'11- A -41n .e 5 � a.m. Reque ster:. -rD p Of- ;1/i c.<. t i A .'../,‘"(-1 Aik%7, I Ph'2 on 4-73 - 1 (04q QApproved per applicable codes. 'erections required prior to approval. COMMENTS; T)P-e-0\. ra-,,Ac. .. UIQ mi i Tti -A S (-0 r coPeo W , T 7' t,' (1 I • D ', . /` . r i t GD : l L c ----1,4!&.k A6 ` 4 . a,. dons'.. i..1 -- (_)r i STA-; f i -fk __&- ,S-'11- A -41n .e 5 , �e,lei .D (.M4 i \ A Li S -roil' 1 t^ -e - ."N A1 u r t&P A Of- ;1/i c.<. t i A .'../,‘"(-1 Aik%7, I r .� 0 r -71 P $Tte T u r •e t4) bt -e. A=' ...i.= 1VaEL, fe u;, PAT- AU p t `t -to Pe d4I : s r--7! i ,,i..& ' l ii --©60. iD11 10 l 0/ 2-42, -2-44- Insp tfor -. Date: 5 REINSPECTION FEE REQUIR. Prior to next inspection. fee must be paid at 6300 Southcenter B1vd..,Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit .(/L PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: 7 v ‹ .. I Ci C4 /v Mc Type oaf-- rispectio n Address: / C/ 57 D Suite #: �-s Contact Person: Special Instructions: Occupancy Type: Phone No.: - Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5,re Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: j, £ .c.--)-- Date: g''6/1 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ` o\ -Q4 c,A(pv) ,0 A/2 -e, L Type o3nspection: sr Address: ji4so08G� Suite #: Monitor: Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. €orrections required prior to approval. COMMENTS: !. /16 P 4'//br° J11)0 11e l ol) f /kfro — Needs Shift Inspection: Sprinklers: Fire Alarm:_ Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 3)34/ 5---- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: 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 Dq- 9i:/ /i--5'- 173 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: T. L) r) 0 L/sem Type of Inspection: Address: Mb (V ► Suite #: 811), 4 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: SC— Sprinklers: Fire Alarm: ! Hood & Duct: Monitor: Pre -Fire: Permits: r Occupancy Type: Inspector: fa..‘ SC— Date: 375,0)/,--- Hrs.: ! $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 April 14, 2015 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA R 2061-70-4600 •Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 RNABO Registered Agency • Website: www.ottorosenau.com CITY APR 2 7 215 PERMIT CENTER City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 FINAL REPORT Project: Interurban Office and Warehouses — Bldg E Permit Number: D11-244 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. Reinforced concrete 2. Reinforced masonry 3. Structural steel erection Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Crista Moser Report Manager OTTO ROSENAU & ASSOCIATES, INC. 02/16/2015 Date Updated: W z N J E2 CQ ▪ O 'W • vI Z Z W O CL cnz J U W a cn Permit: Varies Interurban Office and Warehouses Date Resolved Received engineer acceptance Report #302515 12/5/2014 Action Required (e.g. re -inspection, engineer follow up, etc.) Conformance pending Engineer's acceptance of epoxy grouted dowels. Engineer approval Torqueanchorswhen contractor is ready Engineer approval Remarks o • All items inspected this date contain '/2" multi -pass fillet welds, which ORA was not present to perform continuous visual inspection as per IBC code. Engineer approval required for final acceptance of welding without continuous special inspection. (BLDG A) Anchors placed this date were not torqued. (BLDG A) Excessive Air content and Low temperatures. (BLDG B and D) 1 O ' • ID0 1• ' 0 11 i.,A11,411 .. SM Ly. *S/, I' UJ. \...y....,J c dowels were epoxy grouted into slab with Simpson AT-XF (2015 without an inspection present. (BLDG C) • • 1 0•1 1 1' a . • 0 41 O 11 1 , 1 0 1 11 0 ,� 0 ■ ■i • 11 0 0 11 '1 _ 0 41 ' 1 0•11 •11 1 0 1 1 1 O 0 0 0 1 0 1 0 1 0 ■1 II II0 1 0 1 41 ' •1 7 4.11 1 0 01 0 „ " 1 ,' 0 0 0 I 1 1 O 1 O ■ 11 11 1 0 • 1 I ' 1 •1 11 41 41 I• •I •1 0 '•'•1 .1 1I • OD- :, 11 • ' • 111 111 .1 •1 • 0 1 1 4/ / • 11 , 41 I' 1 • 11 •1 1 •, Inspector(s) I 1 0 Paul Kanikkeberg Stephen Ramos Darren Reid J. Linehan Report No. i 1 i 279733 295172 269226 287066 Inspection Date 1 1 1 02/16/2015 09/22/2014 10/02/2014 1/14/2015 2 C Z , N cto U) Co r•-•2 0 E 0 c 0 N In E a c m � o L• _ c �3 m U c a) O 0. o. a) N R' .0• O o. a) 4- L.. 0 c 0 0 •O 0 0. T CL N C c - O of 0. N CL U • toO U Id E Q L U 05 I- m c a) 0 Ce 0 0 0 0) 0 0. 0 0. •N a) N -o c a) (I) 0 0 n 0. d m 0 `o a -O aa) co c • m W O m E E N X X t 0 T c O In a) 0 U O S • N _ N 0. c t O C t o _• a„ 41) N41, OX X t 0 H N a) ca Q) 0 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 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 E Date 07/19/2011 Occupancy Group 0 Nonresidential 0 Multifamily residential Clear For Building FILE Department Use C ®�� atrl sf3 ft " •,-. Climate Zone ® Zone 1 0 Zone 2 % 18. 6% Max. Tar t: 40.!ern* Fenestration Area as gross exterior wall areao A..r . -.7."1)V;?! ':•, .. Jnr _ Notes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas o arget A OIN Adjustment sheet on the backside of the ENV-SHGC form.. 2: U -factors shall come from chapter 10 or calculated per 1332. f.-l:S^j See the ENV -CHK worksheet for example of how to complete the rows on this form. n. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA, U -factor x Area (A) = UA (U z A; _Target UA :_ U -factor x Area,(A) = UA (U x A) Roofs x a Ci R= 30.0 ID: Rigid Above Roof R= ID: R= ID: Deck 0.034 2092 71.1 0.'034 .I ;C ,2092 , I 71.1 Above Deck Insulation 'gib U.:0.034 v CO R= ID: R= ID: R= ID: R V tVVED FOR CODE COMPLIANCE APPROVED 0.031 Metal Budding ;, U-0.031- ' Other l R= ID: R= ID: R= ID: APR 17 2012 0.027. I Single raft, attic, other U-0.027 Opaque Walls - Above Metal Fri R= 9.000 ID: Wall 1 (6" me R= ID: R= ID: R= ID: at stud) City of Tukwila BUILDING DIVISIO 0.096 4 806 77.4 0.064 I 806 I 51.6 Steel frame/metal bldg U-0.064 Wood/Oth I R= ID: R= ID: R= ID: R= ID: 0.057-..4.... I Wood Frame, o11l U-0.057 ) 0 2 2 R= ID: Wall 2 (10" CMU w/ 6" metal stud & R21) R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B 0.072 2525 181.8 0.150 I 2525 I 378.8 Mass Wali U-0.150 Below Grade Walls R= ID: R= ID: R= ID: Proposed assembly U -factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. 0.150 Assumed to be Mass Wall U-0.150 Opaque Doors U= 0.600 ID: Hollow Metal Door U= 0.129 ID: Overhead Metal Cargo Door R=6.7 U= ID: 0.600 0.150 24 BO 14.4 12.0 0.60 I 104 I 62.4 All Doors U-0.60 e o R= ID: R= ID: R= ID: 0.029 I I Floors U-0.029 F -factor x Perimeter = UA(U x A) F -factor x Perimeter = UA (U x A) Slab -on -grade I Heated Unheate R= ID: Slab -On -Grade R= ID: R= ID: 0.730 201 146.7 0.540 I 201 I 108.5 Slab -On -Grade U-0.540 R= ID: R= ID: Proposed assembly F -factors can use the unheated values in Table 10-2 ' 0.360 I I Heated Slab -On -Grade U-0.360 ,*Zone 1 CMU walls meeting Table 13-1 Footnote 1 can be entered with U -value of 0.15 rather than Table 10-5b values. Plans must Page 1 r•.laarly state font nnfa rpm iiramAntc Subtotal Area UA Area UA 5728 503 5728 672 1 t112'*i RECEIVED JUL 212011 PERMIT CENTER 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 E Date 07/19/2011 5728 Fenestration Area as % gross exterior wall area 18. 6% Max. Target: 40.0% For Building Department Use otes: 1: If fenestration area exceeds maximum allowed, then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2: Provide NFRC or Table 10-6 U -factor (See Section 1312.1) for fenestration assemby (combined from= 2nd nhvinn narfnrmcnrcl See the ENV -CHK worksheet for example of how to complete the rows on this form. Building Component Provide assembly ID & page/plan # for each bldg. element Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor , x Area (A) = UA (U x A) Vertical Fenestration Metal Framel U= 0.400 ID: Alum w/ thrml brk 1/2" dbl fxd, low e=.40 U= ID: U= ID: U= ID: 0.60 706 423.6 0.40 I 706 I 282.4 Metal Frame U-0.40 U= ID: U= ID: U= ID: U= ID: 0.32 I Non -Metal Frame U-0.32 Mtl entrance U= ID: U= ID: U= ID: U= ID: 0.60 I I Metal Entance Door U-0.60 v, o, Y N No Curb 1 U= ID: U= ID: U= ID: U= ID: 0.50 I I Without Curb U-0.50 With Curb U=0.600 ID: Roof Skylights U= ID: U= ID: U= ID: 0.60 64 38.4 0.60 I 64 I 38.4 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 770 462 5728 503 6498 965 Area UA 770 321 5728 672 6498 993 Interurban Office / Warehouses - Building E 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 - Not Used 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:suilding E 14600 Interurban Ave S Date 1/4/2012 Tukwila, WA Name: Tom Jordan Appl. Name 1411 4th Ave #1306 Seattle WA 98101 Appl. Phone 206 682 6170 For Building Department Use FILE COPY Permit No. Project Description ❑✓ New ❑ Addition ❑ Altera 1"t .,Plaas,4-414ge, I^ v.�:,> _ Clf!Ype'i Al Refer to WSEC Section 1513 for controls and/commissioning requirements. Lighting Zone (as specified by Jurisdiction) 0 7nnia 1 O 7rina Compliance Option 0 Lighting Power Allowance O Systems Analysis Building Grounds (luminaires > 100 Watts) ❑✓ 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 MaximunfttiNevarliglEtRig Wattage CODE COMPLIANC1 APPROVED Descript Tradable Surfaces APR 17 2012 ion Base Site Allowance: Allowed Watts per ft2 or per If Area (ft`), perimeter (If) or # of items 1300 Allowed Watts x ft2 (or x If) Total Allowed Tradable Watts: Tradable Proposed LiR▪ .WISW e mfgr listed maximum input wattage for luminaire.) DU Surface 111. L.'I' 'ow Ni r`�1•60. .� Number of Fixtures Watts/ Fixture Watts Proposed Fixture Description Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 201 1005 1 175 175 Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non -tradable categories. Total Proposed Tradable Watts: Non -Tradable Maximum Allowed Lighting Wattage Base Site•Allowance Remaining: 1300 Non -Tradable Surfaces Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Bldg. Facade (by perim) All exterior elevations 5.0 W/If 201 1005 1 175 175 Non -Tradable Proposed Lighting Wattage Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by perim) L-1 wall mount at entry 3 32 96 Bldg. Fa9ade (by perim) L-2 wall mount over service doors 1 175 175 Non -tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance: CORRECTION Total excess Non -Tradable watts: Site Allowance Balance: jL9 0 1300 i\EU 1YEID JAN 1 1 2012 PENT CENTER 5005 51/016 )L 0131 'MU 51,.0✓, ,rte, 51/0/5 15000./d5 503 301 1510 • *ton (e 6910•[50000)'"310 00096(000)310110 5w'31w.a. 0•r 1 90609 %Ram'glom 10631615Mboa Tri 50 905 /5190016 w.111W ammull oemvoo WOINN3111W MEN 21N,,1 ION b1,1 000-1366) d10„0„ o „1500 MN 'ONI 'S2131Nf100N3 1331S „,„,,,s,, S21V3S — 21311f1! ,,111,05 S3Sf10H31VM / 331330 NVBbfla3.N1 N 0 0 10 W arn 3 • 0 0. 0 8 50 9 4 3 0 3 E 0 1— J w 00 (-1 0 1— w N 0. 0 H tn 00 O 1=- w N L z cZ 2Q 75 in a> N 5 5031 o oZ St PA Uz 'a 5-I rt 0 5 0 co ■ ill! 0 pp E1i111M ■000 . 1 It ! z x_ , Mw. .1/1,11 E. 01. nq 11015.0 !OW .q ruwee. aw n„ l.q ...... (. 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INC. fm.w�.pon Nig ped u Rgg 0 N 7 REID MIDDLETON, INC 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 NO.Z.._ 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 Budding Code ❑ Non -Structural Provisions of the International Building Code ❑ 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 Engineer of Record of the responsibility for a complete design in. accordance - with Ute laws of the governing jurisdiction and die State of 1Mdtinglon. Jurisdiction C %?i of i ul - r L• A By tea,,, ocYDate g/y/ i 5 REID MIDDLETON, INC. �f Code Review Consultant EXPIRES er3oL l Qeww /,�l v►� - -4—I4 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 5 2015 City of Tukwila BUILDING DIVISION Dl1 -2)4u 8200 Woolery Way 1 Fallon, Nevada 89406 I Phone: 775-428-0600 I Fax: 775-867-2169 I www.newmill.com FLEXIBLE to the FINISH G7 NEW MILLENNIUM] BUILDING SYSTEMS JOIST CALCULATION DEFINITION SHEET 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 loads per Code requirements) Axial ', Compressive / Tensile (+/-) forces applied to TC or BC Concentrated Load Vertical load applied at given location Conc @ any pp Vertical 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 own" "dir a in"! "'t�,�7f"irdgH' Uniform (pn) OL (1) 96.47 96.47 TC • 0-0 B r i 10-5 6!! si o Uniform (p11) LL (1) 234.22 234.22 TC + OA i'+ ` 30 5"Sl8 a Net Uplift (plf) WL (1) 87.00 87.00 TG:; i i) ii uil rili fl -0 •, a rinti?: 30.55/8..: ,, t Uniform (pig TL (2) 319.00 319.00 TC + 0-0 30.5 5/8 ,r 4,t Axial (lbs) SM (2) 300.00 0.00 TC + 0-0 0-0 Conc Load (lbs) DL (2) 1,700.00 0.00 TC IlimfJ+dtlrb V3'•0 fMJ 101f1/W131011/alp Tr. , Cone Load (lbs) DL (2) 1,700.00 0.00 4 TGtiri) 1(1u 4iuf? i 26.8'1/4DAN! 2646,114.tf+,,..1 LOAD COMBINATIONS Case 1: DL Case 2a: 1.1. Case 26: SL Case 3a: DI+CL+TL•LL Case 3b: DL+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+WL+AX Case 4b: DL+W L -AX Case 4c: DL*W L*AX*IP Case 4d: DL+WL-AX+IP Case 4e: DI+SM*AX Case 4t DL+SM-AX 1. Case 5a.,0.6(QL)+WL+Ax )`Case 5b:i0.6(0L)+,,WL.AX 's' 5c:�0.6(QL)+WL•AX.IP D�. Cas 5d:0.6( )+WL-AX+IP•" Case 5e: 0.6(DL)+,A*AX+SM Case 5t 0.6(DL)+WL.Ai(+SM Case 6a: D1+CL•0.65(TL)+W L+AX Case 6b:0�U .C0.85(ily.wtiAx:JJfl'.frfl,ilitri, 141 i4 f !Pm xi: A it :Sti7.t4Sgl. );n:,).. "j '.,t ( Case 6c: D►•CL•0.85(Tpry. L� AX+IpPPm q !i11T. ,14 5',.ryr1L ;r• •t !..61.1r,.. . ••st:'.2 :,i't, :' :,-^ Case 6d: +CL•0.85QL)+WL .Iil "it1 ?rtUt!G!!I'1191tU t.flT; 'r4'-'f:.illr,. • 'riU ,,t i-lu✓ case se: *CL*0.e5'tri)1%rri1Ax Case 6t D1}+CL+0:85(4)4M!AX'. 17:th 0lii %Ai 5110E, 1 klrl ,:9rr, 'r:; r ;1 .4111 ::u•..t, Case 7a:+cL+0:85(T.4?,!0:75(WJ.!A?Ci4J-llYli)rr.LLi r, Kit ',l4I1 rrttn(ts: Orlt 4t itS,a:r:' ;, Case 7b: *CL:D8tot)„016(WL wei +CLI r rkillltfbilItr rtinrae4Y''.tll..rl2i1P' ••i Case 7«•c�a:f#s(.TL).o.7s(wLlKX+C1iL1dp t. � � r t Ma: Case 7d: +CL+0.85(TL)+0.75(WL-AX•LL+IP) St4r11:I dtItit Case 7e: • +CL+0,85(TL)W:75(SM+AX+11)---- .—..P..—e._.„.,.,. Case 7t 0?+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: •: +CL+0.85(TL)+0.75(WL+A,b sL1't11 Case 8b: *CL+0:85(TLt):11:75(WGAx•SL) -- ----..141 ---.) 1 .%l(.1 __ _._ _��� •1 !([Gifu' -.:7 Case 8c: ,' •CL+0.85(TL).0.75(WL+AX+SL+IP) Case 8d:+,+CL+0.85(1.)+0.75(WL-AX+SL+IP) :111311u.:14r) sot 'all 9Grilf Case 8e: ': +CL+0.85(TL)W.75(W L•AX•SL•SM) Case 8t D ,'85rTERI:PMSYY3IX:SL'aSlllf)" `' 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 1 it i;':t-;' ,a1 fat f.clq rtA'f tfa 'tU•. l,il C• b bnjlrtt, -' 3 3 r:arlti _a Itlt `l.r•Ir+ IL•i:i{)D11, 1 FIgue1tf-nv.`. 8200 Woolery Way I Fallon, Nevada 89406 I Phone: 775-428-0600 I Fax: 775-867-2169 I www.newmill.com FLEXIBLE to the FINISH Interior Dimensions: W Left End Dimensions: TCX FIRST DIAGONAL TC PANEL W2 B.CX Right End Dimensions: BC PANEL FIRST DIAGONAL FIRST HALF BPL �— TC PANEL FIRST HALF BC PANEL TCX —� 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 1 Phone: 775-428-0600 1 Fax: 775-867-2169 I www.newmill.com FLEXIBLE to the FINISH STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201411:01:05 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_nlNr. SYSTFINS 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 @ 6-10 7/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 3/8 2-101/2 1:111-1-17111-1- 1111,1.L11I TC Panel 3-3 3/8 2-10 1/2 V \ ' ' 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: Reaction LE: 83.00 124,326.27 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: Ri.w..nwr. 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: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 907.65 LL 360: 1,976.43 LL 240: 2,964.65 Max Bridg TC: 23-101/2 Max Bridg BC: 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 Load 30.00 30.00 30.00 30.00 30.00 Mn WeldBending 017 00 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 TC OAU 183.67Ryy: 183.6779 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 L/Rz: 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 R1.111_r71Nf.i SYSTRMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:05 AM Location: TUKWILA, WA Joist Description: Girder Load © Diag 28G4N12.3K1.9 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 L/120 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: 8/1/2014 11:01:09 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.111.OINf.. 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 2-9 1/4 2-9 1/4 11111I..I I I:II.I 1111111 I IHJ 11111_LLI ILI 11�I=11=11 I 1111=131 I I I Ii1=11 I,ll_I:J_LI-I .1 I LIJLI I I.I 1 I I111LI;1=1�I=I 1111 TC Panel 2-9 1/4 2-9 1/4 First Half 2-9 1/4 2-9 1/4 1/2 5-6 1/2 "" First Diag. 5-6 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: 70.50 Reaction LE: 19,881.25 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 1 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 2-91/4 W4 5,204.70 42,918.40 36,261.13 4,428.83 8,331.92 2,082.98 44.12 5-61/2 W5 5,204.70 42,918.40 49,478.09 6,039.12 1,044.32 8,265.66 44.12 8-5 3/4 W5 5,204.70 42,918.41 49,478.09 6,039.12 1,044.32 8,265.66 44.12 11-5 W4 5,204.70 42,918.41 36,261.13 4,428.83 8,331.92 2,082.98 44.12 14-41/4 W3 2,121.27 17,609.18 36,261.13 4,428.83 2,952.03 23,861.16 42.5417-31/2 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 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:09 AM N E W N{ I L L E N N 1 U M Location: Joist Description: Mark: RIJII_rIING 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 Wel 0/7500d Len 2x Axial Load 17,609.18 17,609.18 42,918.41 17,609.18 17,609.18 Max Load Fillers TC: fa 7,414.39 7,414.39 18,070.91 7,414.39 7,414.39 62,386.04 Maximum K Ur 64.93 69.08 73.24 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 22,042.18 173..6520 6520 TC : 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 F.lLlll_f711.411 SVCTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 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 TCX Left TCX Right TCX Length 0-0 1/2 TCX Length 0-0 1/2 TCX Type R TCX Type R TCX Depth 7 1/2 TCX Depth 7 1/2 BPL Length 1-2 7/8 BPL Length 1-2 7/8 Clear Bearing 0-8 5/8 Clear Bearing 0-8 5/8 BPL Material: 302025 = 3 x 2 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 0.8375 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 0 Job Number. 5814-0005 Job Name INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:13 AM NEW M i L LEN N 1 LI M Location: Joist Description: Mark: FI.111_f_IINI. SYSTEMS. TUKWILA, WA Girder Load @ Diag 28G4N11.4K1.7 G11 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: 28.00 _ Effective Depth: 26.28 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 !J_III 1 11=1 1:1 IJ 1_I I=1 I I 1114 III I=1 11 I I I(I I_LIII 11 I Llifll=11 I I 1 II IJI1111 I f I I I, 1_111_1 1 IJ I:17 I I T 11;1r� TC Panel 3-2 1/4 3-2 1/4 /„ i'N.," N /- First Half 3-2 3/8 3-2 3/8 \7 \ / % ' / 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:13 AM NEW IV I L L E N N 1 U M Location: Joist Description: Mark: e1111_nwr., SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N11.4K1.7 G11 • 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: Fy: 1.00 50,000.00 Fb: 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 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 23,978.01 23,978.01 58,197.45 23,978.01 23,978.01 Max Load Fillers TC: fa 8,340.18 8,340.18 20,242.59 8,340.18 8,340.18 72,781.28 Maximum K Ur 62.13 65.77 69.19 65.77 62.13 Max Load no Fillers TC: Fcr 36,700.83 35,516.37 34,377.81 35,516.37 36,700.83 60,365.51 Fa 22,020.50 21,309.82 20,626.69 21,309.82 22,020.50 177..8123 8123 TC : F'e 202,243.83 180,465.64 163,029.53 180,465.64 202,243.83 Cm 0.9794 0.9769 0.9168 0.9769 0.9794 BC Stress: 1.00 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 148.0868 Panel Point fb 293.85 293.85 279.89 293.85 293.85 TC Shear Stress: Mid Panel fb 82.43 42.58 56.86 42.58 82.43 14,363.97 Fillers 0 0 0 0 0 BC Shear Stress: 18,474.64 Panel Point Stress 8,634.02 8,634.02 20,522.49 8,634.02 8,634.02 TC Bearing Capacity: Mid Panel Stress 0.3814 0.3928 0.9834 0.3928 0.3814 5.74K < 6.14K Web Design 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 A248 = 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 R1.11LIDINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8111201411:01:13 AM Mark: G11 Location: TUKWILA, WA Joist Description: 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 STRESS ANALYSIS - PAGE 1 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.III_OING 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-I II I! I I;I:II_I I!II I;IIGI_!LII-I:LI-I-I-II-I-I-I_I-LI-I-III LLLLIIII-IIII-1111 LI -LII -IJ I�I;,I_I-I-LLI-I-1.1-I-LI-I-I-LI=1;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: 35.25 Max Panel BC: 70.50 Reaction LE: 18,377.92 Reaction RE: 17,784.58 Minimum Shear. 4,594.48 Max TC Comp.: 39,485.64 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 5-31/2 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 44.0911-2 W4 4,827.06 39,485.64 33,817.49 4,164.48 7,650.41 1,912.60 44.0914-11/4 W3 1,993.68 16,452.52 33,817.49 4,164.48 2,729.06 21,830.70 43.6917-01/2 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: 8111201411:01:18 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: RI.III_nlNr S V STEMS TUKWILA, WA Girder Load © Diag 28G4N8.9K1.2 G12 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: 721.61 LL 360: 2,366.76 LL 240: 3,550.14 Max Bridg TC: Bridg BC: 23-4 3/4 1Max 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X.' 0.7500 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 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 47,74518 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 BC L/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 R1.111_fll Jr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number.. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:18 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 U80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def 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 STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:22 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: RI.111_f.71Nr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N6.3K1 G13 Geometry Base Length: 26-21/2 Working Length: 25-101/2 Joist Depth: Effective Depth: 28.00 126.56 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 11 IJ.I..I_I_LJ.1.1,11.11:1.111 IIf 11111:11111.1:1:1;1111111.11111:11111:1.1.11.11111111171.1-1.1r.11.1 ru..LL111_I_I-1-111 TC Panel 3-2 1/4 3-2 1/4 `N � \� ,--`=.\ 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 3,150.00 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 Stress Analysis Summary Int. Panel TC: Max Panel BC: 40.38 80.50 Reaction LE: 12,923.44 Reaction RE: 12,923.44 Minimum Shear. Max TC Comp.: 3,230.86 132,219.70 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: 8/1/2014 11:01:22 AM NEW M 1 L L E N N 1 U J V% Location: Joist Description: Mark: eimu_nwr.. SYSTEMS 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 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: 1,328.83 LL 240: 1,993.25 Max Bridg TC: 23-4 3/4 Max Bridg BC: 22-9 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 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 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 TC 0438 : 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 URz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 210.1279 Panel Point lb 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 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 NEW MILLENNIUM R1.111_(IINf: SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:22 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N6.3K1 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 81112014 11:01:25 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: ei.uIMwr. 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 2-7 3/4 2-10 3/4 i I 1 CII=1:11.1[1=ICICI 1 111111 CCI CI 11 I IIICIIJ 11 I I111?I 111. LI I iJ I I I I 11.1-1.1 Hi I LI 11.11111 1111 1111111 LI TC Panel 2-7 3/4 2-10 3/4 First Half 2-7 3/4 2-10 3/4 �' 1/2 5-9 1/2 1 First Diag. 5-3 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: Reaction RE: 14,311.25 113,851.25 Minimum Shear 3,577.81 Max TC Comp.: 30,664.79 Max BC Tension 34,978.50 Member TC Tension TC Compresion BC Tension BC 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 5-31/2 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 43.74 17-01/2 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: 811/2014 11:01:25 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.uI_nwr.. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N6.9K1 G14 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: Fy. 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 616.19 LL 360: 2,020.99 LL 240: 3,031.49 Max Bridg TC: 23-4 3/4 Max Bridg BC: 24-4114 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 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 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 0.9896 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 LJRz: 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 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 141.111_MINr SVSTFINS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:25 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N6.9K1 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 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: 8/1/201411:01:30 AM NEW M 1 L L E N N I U IV% Location: Joist Description: Mark: 81.111_OWG SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.6K1.2 G15 Geometry Base Length: 26-2112 Working Length: 25-101/2 Joist Depth: 28.00 Effective Depth: 26.52 BC Pane! Length: 3 @ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 )1111.1 I (_1111111:11:111 IEI_111111111 III 111 ILI I I I 1 III 1-1111111111111 1111 I 11=11111 II 11111 111.1 Il 1111=1,¢ TC Panel 3-2 1/4 3-2 1/4 zZ First Half 3-2 3/8 3-2 3/8 7 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 0.00 774.881 26.52 V2 Interior 0.00 774.88 26.52 STRESS ANALYSIS - PAGE 2 G,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:30 AM NEW MILLENNIUM Location: Joist Description: Mark: AI.111_miNG GYSTFMS TUKWILA, WA Girder Load @ Diag 28G4N7.6K1.2 G15 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: Fy: Fb: Mom of Inertia: 1.00 50,000.00 130,000.00 1661.99 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 Min weld len 2X.• 0.7500 Axial Load 15,971.81 15,971.81 38,743.89 15,971.80 15,971.80 Max Load Fillers TC: fa 7,125.82 7,125.82 17,285.58 7,125.82 7,125.82 53,979.56 Maximum K Ur 66.69 70.59 74.27 70.59 66.69 Max Load no Fillers TC: Fcr 34,313.89 33,086.93 31,911.74 33,086.93 34,313.89 43,647.44 Fa 20,588.33 19,852.16 19,147.04 19,852.16 20,588.33 Tco0URyy: 188.0448 F'e 176, 075.02 157,114.75 141,934.72 157,114.75 176, 075.02 Cm 0.9798 0.9773 0.9184 0.9773 0.9798 BC Stress: 0.92 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 Pointfb 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 12,401.38 Fillers 0 0 0 0 0 BC Shear Stress: 17,890.66 Panel Point Stress 7,529.77 7,529.77 17,670.35 7,529.77 7,529.77 TC Bearing Capacity: Mid Panel Stress 0.3499 0.3609 0.9056 0.3609 0.3499 3.84K < 4.75K Web Design 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 A32B = 1.9060 x 0.158 W4 7,150.60 10,795.89 1,787.65 2,499.19 3.73 x 0.129 1 C22BB = 1.125 x 1.110 x .129 W5 1,044.75 18,064.86 7,053.26 7,125.50 4.03 x 0.118 2 A18B = 1.3750 x 0.118 W5 1,044.75 18,064.86 7,053.26 7,125.50 4.03 x 0.118 2 A18B = 1.3750 x 0.118 W4 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 G7 NEW MILLENNIUM AI.111_DINf sY TEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run: 8/1/2014 11:01:30 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N7.6K1.2 Mark: G15 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 0.8826 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: 8/1/201411:01:34 AM NEW M I L L E N N I U M Location: Joist Description: Mark: RIuLnINc 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 T;I:I111 II:I I I I I-LI-II I I IFI 11;1 11-11111[111 I I_I�I I 1 I III 1=1.1 IIII J.I=1-1111 11.11111_1 1111=11 III 1111.L 1.1A 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: 16,123.44 Minimum Shear. TC Comp.: Max BC Tension 4,030.86 'Max40, 238.40 146, 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 3-21/4 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:34 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_IIINr 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: Fy. 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 1661.99 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 BendingLoad 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 Tco0URyy: 188.0448 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 MILLENNIUM R1.111_f.11Nf. SVSTF. TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 81112014 11:01:34 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N7.9K1.2 Mark: G16 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 0.8826 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: Job Name: 5814-0005 1INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:01:37 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit.111_1711Nr SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.9K1.2 G17 Geometry Base Length: 26-2112 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 I Ihll 11111111,1111-1-1_11_1_111111.111_1w .I I1 I I l[l I I I=II I I I ][iii I I ill, 1_.I I TC Panel 321/4 321/4 z` 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: Reaction LE: 40.38 180.50 116,123.44 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 48.20 13-11/4 W4 5,448.23 40,238.39 34,033.57 4,649.84 7,423.81 1,855.95 48.31 16-51/2 W3 2,225.94 16,586.86 34,033.57 4,649.84 2,946.48 21,208.06 46.65 19-9 7/8 W2 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:37 AM NEW MILLENNIUM Location: Joist Description: Mark: Fit IILOING 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: Fy: 1.00 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 Min Weld Len 2X. 0.7500 Axial Load 16,586.86 16,586.86 40,238.40 16,586.86 16,586.86 Max Fillers fa 7,400.22 7,400.22 17,952.35 7,400.22 7,400.22 Load TC: 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 0.9790 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 MILLENNIUM R1.111_fll Nfi SYSTEMS TCX Desinn STRESS ANALYSIS - PAGE 3 Job Number. Name: 5814-0005 1Job INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA 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 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: 8/1/201411:01:41 AM NEW 'MILLENNIUM Location: Joist Description: Mark: RIJ11_nIWG SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N5.4K1 G18 Geometry Base Length: 20-3 Working Length: 19-11 Joist Depth: 28.00 Effective Depth: 26.56 BC Panel Length: 3 @ 5-5114 Shape: Parallel Chords Variable Left End Right End BC Panel 2 6 5/8 2 4 11111.1.1111,11..111:1:1=1:1111.111_1111111J1-1-1-I1-1.1-1-1.1-IEI-1.11.1-1.1-1-1-1-1.1-1.1-1-1-1:1:1:11:1.0:1:1:1:111-1:111:1:1-I 1:1:131 TC Panel 2-6 5/8 2-1 5/8 i First Half 2-6 5/8 1-11 1/4 ' First Diag. 5-1 1/4 4-3 1/4 I 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 18-1 3/8 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 NEW MILLENNIUM n1.111.111Nr SVSTFMS Chord Properties Job Number: 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:41 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N5.4K1 Mark: G18 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: Fy: 1.00 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 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 28.63 30.63 32.63 25.63 23.63 Bending Load 30.00 30.00 30.00 30.00 30.00 Axial Load 15, 345.56 15,345.56 25,710.68 15, 236.43 15, 241.02 fa 6,846.42 6,846.42 11,470.81 6,797.73 6,799.78 Maximum K Ur 52.66 56.34 60.02 47.14 43.46 Fcr 38,441.37 37,409.51 36, 338.53 39, 905.10 40,817.92 Fa 23, 064.82 22,445.71 21,803.12 23,943.06 24,490.75 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 Panel Point Moment 223.34 223.34 221.75 179.47 143.75 Mid Panel Moment 153.16 81.09 110.87 43.59 107.12 Panel Point fb 253.04 253.04 251.24 203.33 162.86 Mid Panel fb 69.54 36.81 50.34 19.79 48.64 Fillers 0 0 0 0 0 Panel Point Stress 7,099.46 7,099.46 11,722.05 7,001.06 6,962 64 Mid Panel Stress 0.2991 0.3062 0.5278 0.2846 Gap Between Chords: 1.1250 Min Weld Len 2X 0 7500 Max Load Fillers TC: 57,143.55 Max Load no Fillers TC: 49,756.52 TC OAL/Ryy: 144.7430 BC Stress: 0.55 BC URz: 170.3211 TC Shear Stress: 9,007.14 BC Shear Stress: 14,905.18 TC Bearing Capacity: 0.2792 2.73K < 4.85K Web Design Member Web Tension Allow Tension Web Comp Allow Comp W2 11, 732.30 14,453.10 2,933.07 5,510.48 Weld Qty x 0.150 1 1x0.129 2 x 0.102 1 x 0.102 2 x 0.102 2 x 0.102 1 x 0.124 2 x 0.150 1 x 0.077 1 x 0.077 1 5.27 W3 2,049.39 21, 597.84 12, 085.43 12,384.77 6.3 W4 4,509.24 7,865.88 1,127.31 1,997.43 2.98 W5 757.64 15,737.82 4,509.24 7,676.92 2.98 W5 849.15 15,737.82 4,883.59 7,676.92 3.22 W4 4,991.24 7,865.88 1,247.81 1,997.43 3.30 W3 1,938.90 19, 858.62 11,445.13 12,547.86 6.22 W2 12,122.87 14,453.10 3,030.72 5,831.28 5.44 V1 0.00 4,826.79 514.21 1,666.98 2.00 V2 0.00 4,826.79 514.21 1,666.98 2.00 Material C28BB = 1.125 x 1.344 x .150 A22B = 1.5000 x 0.129 C16BB = 1.125 x 1.025 x .102 A16B = 1.3750 x 0.102 A16B = 1.3750 x 0.102 C16BB = 1.125 x 1.025 x .102 A20B = 1.4370 x 0.124 C28BB = 1.125 x 1.344 x .150 C10AB = 1.125 x 0.756 x .077 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM R1.111_f11Nr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N5.4K1 Date Run: 8/1/2014 11:01:41 AM Mark: 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 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:44 AM NEW /MILLENNIUM Location: Joist Description: Mark: FI111_nlNr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.5 G19 Geometry Base Length: 26-8 Working Length: 26-4 Joist Depth: 28.00 Effective Depth: 26.52 BC Panel Length: 3 @ 6-10 Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 3-3 1=11°111.1:111.1.111:111111[1111,)1 um 1 I I.f;I 11 IMI III,I 11111:111ll o 111111111 [I 1111111 f TC Panel 3-3 3-3 / / \ / N / First Half 3-3 3-3 --' , � ,.,-- / \ � _\ �7 / ' \ �, r, First Diag. 6-6 6-6 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 + 6-6 6-4 Conc Load (lbs) TL 8,200.00 0.00 TC + 13-4 6-10 Conc Load (lbs) TL 8,200.00 0.00 TC + 20-2 6-10 Conc Load (lbs) TL 4,100.00 0.00 TC + 26-6 6-4 Uniform (plf) DL 25.00 25.00 TC + 0-0 26-8 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-6 6-6 Conc Load (lbs) WL 1,500.00 0.00 TC - 13-4 13-4 Conc Load (lbs) WL 1,500.00 0.00 TC - 20-2 20-2 Conc Load (lbs) WL 750.00 0.00 TC - 26-6 26-6 Stress Analysis Summary Int. Panel TC: 41.00 Max Panel BC: 82.00 Reaction LE: 16,729.16 Reaction RE: 16,729.17 Minimum Shear. 4,182.29 Max TC Comp.: 42,498.63 Max BC Tension 48,902.77 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 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 47.16 3-3 W4 7,058.19 42,498.63 35,962.46 6,017.62 7,784.51 1,946.13 48.83 6-6 W5 7,058.19 42,498.63 48,902.77 8,177.99 1,333.67 7,700.13 48.83 9-11 W5 7,058.19 42,498.63 48,902.77 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 48.8316-9 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. 1 Length V1 End Panel 0.00 849.971 26.521 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 M I L L E N N 1 U M Location: Joist Description: Mark: R1111.[IWG SYSTEMS TUKWILA, WA Girder Load c 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. Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 661.99 LL 360: 1,354.37 LL 240: Max Bridg TC: Max Bridg BC: 2,031.55 123-4 3/4 120-1 3/8 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X. 0.7500 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 20,330.25 191..3757 3757 Tc : F'e 169,009.19 152,119.38 137,640.42 152,119.38 169,009.19 Cm 0.9768 0.9742 0.9077 0.9742 0.9768 BC Stress: 1.01 Panel Point Moment 370.45 370.44 350.21 370.44 370.45 BC URz: Mid Panel Moment 256.80 130.80 175.10 130.80 256.80 199.7077 Panel Pointfb 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 N C'7 cr Ls) 11) cf N 2 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 A1.111_rm.Jr SYSTEMS TCX Desinn 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 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 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: Mark: nuit_nirir.. _SYSTEMS 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 3-21/4 3-2 1/4 'J I:II.I II.I:,II 11 IIIIIIIIII1".11111111111 l_-IIIIITIrf1II1II III.1-II.IICI:III.. III:I?1l1:11.1111 I,.III-IIIIIA TC Panel 3-2 1/4 3-2 1/4 r 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: Max Panel BC: 40.38 80.50 Reaction LE: 24,923.44 Reaction RE: 24,923.44 Minimum Shear. TC Comp.: BC Tension 6,230.86 1Max 62,500.03 1Max 71,948.63 Member TC Tension TC Compresion BC Tension I 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 23-01/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 1,250.00 26.38 V2 Interior 0.00 1,250.00 26.38 STRESS ANALYSIS - PAGE 2 0 Job Number 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:47 AM NEW MILLENNIUM Location: Joist Description: Mark: raim_nwr. SYSTEMS TUKWILA, WA Girder Load © Diag 28G4N12.3K1.8 G2 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 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 00 7 W0eOld 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 L/r 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 22,778.94 183..5115 5115 TC : 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 BC L/Rz: 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 NIILLENNIUNI R LIII_[IINr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:01:47 AM Location: TUKWILA, WA Joist Description: Girder Load © Diag 28G4N12.3K1.8 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 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 1.2840 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 STRESS ANALYSIS - PAGE 1 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:01:51 AM NEW MILLENNIUM Location: Joist Description: Mark: RIU..OING 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: Parallel Chords Variable Left End Right End BC Panel 3-0 1/2 2-101/2 1.11111_I.I-I 1:I.1;11_1-1-11_1:1-1111:11.1.1f1-I l..11:1«1-1 1,1:1111:1,111.11111-111,1,1A1111_111111:111:111:11 11.1:1111g 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 BC 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 9-3 1/2 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 46.7515-81/2 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 IV% 1 L L E N N 1 U M Location: Joist Description: Mark: RI.111_QING 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: Fy: Fb: 1.00 50,000.00 130,000.00 Mom of Inertia: 661.99 LL 360: 240: Bridg TC: 2,574.78 1Max 1,716.52 ILL23-4 3/4 Max Bridg BC: 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 30.00 30.00 0,7 00 WeldLen 2X Axial Load 21,762.50 21,762.50 41,240.63 21,318.22 21,318.22 Max Load Fillers TC: fa 9,709.33 9,709.33 18,399.50 9,511.12 9,511.12 54,769.46 Maximum K L/r 63.47 67.14 70.82 63.47 59.79 Max Load no Fillers TC: Fcr 35,303.41 34,170.89 33,014.00 35,303.41 36,406.52 45,168.12 Fa 21,182.04 20,502.54 19,808.40 21,182.04 21,843.91 TC 17 176..84088408: F'e 194,390.73 173,671.28 156,096.19 194,390.73 219,051.91 Cm 0.9750 0.9720 0.9210 0.9755 0.9783 BC Stress: 0.92 Panel Point Moment 322:65 322.65 308.80 282.41 282.41 BC L/Rz: Mid Panel Moment 223.07 114.73 154.40 96.30 199.27 187.5304 Panel Point fb 365.56 365.56 349.87 319.96 319.96 TC Shear Stress: Mid Panel fb 101.28 52.09 70.10 43.72 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_OINf SYSTEMS TCX Desinn Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 28G4N8.2K1.5 Date Run: 811/201411:01:51 AM Mark: G20 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 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 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+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: 8/1/2014 11:01:56 AM NEW MILLENNIUM Location: Joist Description: Mark: 111.11t_f]IN(i SYSTEMS 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 @ 6-10 318 1Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 1/4 3-3 1/4 )111111111111111,II111111111111III?IIIfL1111111111111(III11[11111111111)111111111III_I111 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 if) -0 N c) CO Lr) CO (0 U)) cr C) N 2 TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 3,412.39 20,643.66 0.00 0.00 26,605.06 6,651.27 48.01 0-2 3,412.39 20,643.66 42,223.64 7,058.21 4,610.36 27,289.20 49.48 3-3 1/4 8,921.52 53,657.71 42,223.64 7,058.21 14,199.71 3,549.93 51.07 6-6 3/8 8,921.52 53,657.71 65,009.66 10,860.62 2,405.56 14,082.71 51.17 9-11 1/2 10,826.78 65,075.16 65,009.66 10,860.62 8,838.32 2,209.58 51.17 13-4 3/4 10,826.78 65,075.16 65,023.95 10,862.96 8,820.93 5,187.15 51.07 16-10 8,931.96 53,720.85 65,023.95 10,862.96 2,398.06 14,037.05 51.07 20-31/8 8,931.96 53,720.85 42,266.53 7,065.22 14,209.72 3,552.43 51.17 23-81/4 3,410.08 20,631.05 42,266.53 7,065.22 4,616.64 27,326.76 49.57 27-1 1/2 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 0 Job Number.' 5814-0005 Job Name: Run: INTERURBAN OFFICES - SHOPORDERS 1Date 811/201411:01:56 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.m_nuvr.. SV STEMS TUKWILA, WA Girder Load a@ 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: 24-8 718 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X' 0 7500 Axial Load 20,643.66 20,643.66 65,075.16 20,631.05 20,631.05 Max Load Fillers TC: fa 7,180.40 7,180.40 22,634.84 7,176.02 7,176.02 72,295.75 Maximum K 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 BC URz: 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 AIIow Tension Web Comp AIIow Comp Weld Qty Material W2 26,605.06 28,766.82 6,651.27 7,482.85 9.56 x 0.188 1 C40BA = 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 A36B = 2.0780 x 0.188 W2 26,588.82 28,766.82 6,647.20 7,482.85 9.55 x 0.188 1 C40BA = 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 / NEW MILLENNIUM ni.111.1:IINr SYSTF_MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Girder Load @ Diag 32G5N8.2K1.5 Date Run: 8/1/2014 11:01:56 AM Mark: G21 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 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 1.2134 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 STRESS ANALYSIS - PAGE 1 0 Job Number: 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_MINr SYSTEMS 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 BC Panel Length: 4 @ 6-91/2 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 3/4 3-3 I I I -I 111 1 1 1111 I I f1,1 I I I I I f 1 I I I l I I I I 11111 CI 1 1 I I I L1111 I I 1 111.1111.11 I I I I I I,j I I I:I I.II ICI I f] I I I k TC Panel 3-2 3/4 3-3 -, i , ., - First Half 3-2 3/4 3-3 N. 7, / N_. 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. 40.75 Max Panel BC. 81.50 Reaction LE. 20,933.21 Reaction RE. 20,891.79 Minimum Shear.. 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 6-51/2 W5 8,841.05 53,118.79 64,352.69 10,761.33 2,392.49 13,996.40 50.77 9-101/4 W6 10,731.73 64,438.37 64,352.69 10,761.33 8,773.65 2,193.41 50.77 13-3 W6 10,731.73 64,438.37 64,409.82 10,770.68 8,773.65 5,160.45 50.77 16-7 3/4 W5 8,859.76 53,233.04 64,409.82 10,770.68 2,380.83 13,925.23 50.77 20-0 1/2 W4 8,859.76 53,233.04 41,942.02 7,017.38 14,067.55 3,516.89 50.77 23-5 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: 8/1/2014 11:02:01 AM NEW MILLENNIUM Location: Joist Description: Mark: Ruu.nwc 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: Fy: Fb: 1.00 50,000.00 130,000.00 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 0..7n WeldLen2X 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 Ur 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 TC 22.7L/Ryy: 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 L/Rz: 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 TCBearing 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 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 RI.111_IIINr. SYSTEMS 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 Date Run: 8/112014 11:02:01 AM Mark: G22 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 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 1.2134 Section Modulus 1.2134 1 Regd 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:05 AM NEW INA I L L E N N I U M Location: Joist Description: Mark: RI.III_nlNr. 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 I I I I I_I I_IIIIIl II I I_I L.L.II III III I_I I_ll I IIll_LI_I.1_L.I_I..I,�I_I.I I I I I I IIII 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: 40.00 Max Panel BC: 80.00 Reaction LE: 16,904.17 Reaction RE: 16,904.17 Minimum Shear. 4,226.04 Max TC Comp.: 50,663.62 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 50.2916-4 W5 8,612.71 41,782.20 50,608.93 10,483.06 2,351.35 11,096.70 50.2919-8 W4 8,612.71 41,782.20 32,846.09 6,807.99 11,234.21 2,808.55 50.29 23-0 W3 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:02:05 AM NEW MILLENNIUM Location: Joist Description: Mark: HI111_ninin 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 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: Mom of Inertia: LL 360: 30,000.00 1955.66 11,056.22 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 Bending Load 30.00 30.00 30.00 30.00 30.00 Mn Wel 0/7500d Len 2X.' 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 Bc URz: Mid Panel Moment 243.02 124.24 166.67 124.24 243.02 181.6943 Panel Point fb 397.60 397.60 377.66 397.60 397.60 it 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 RI.111_f.11Nr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:05 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 32G5N6.6K1.5 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 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:Date INTERURBAN OFFICES - SHOPORDERS Run: 8/11201411:02:08 AM NEW MILLENNIUM Location: Joist Description: Mark: euui_nwc SVSTF_MS TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G24 Geometry Base Length: 32-4_ Working Length: 32-0 _ Joist Depth: 32.00 __ _ Effective Depth: LBC Panel Length: 30.48 4 @ 6-71/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-1 1/2 3-1 3/4 y I:I.CI111I 1,11 I I.l U1 I [L I;I:LI LI:I [ I l IIU..I_I:D_IIIJ1.1.1111,141_11:11[1 1I.:I 1111.1_111111-1-1 LI1J:1111�I I J_I TC Panel 3-1 1/2 3-1 3/4 1, '..� 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 __J 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 50,113.63 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. W2 3,244.29 15,814.12 0.00 0.00 20,842.08 5,210.52 46.79 0-2 W3 3,244.29 15,814.12 32,480.83 6,739.21 4,497.55 21,448.13 48.42 3-1 1/2 W4 8,532.34 41,347.39 32,480.83 6,739.21 11,185.63 2,796.41 49.99 6-3 1/8 W5 8,532.34 41,347.39 50,079.14 10,383.92 2,338.61 11,028.54 49.89 9-6 3/4 W6 10,355.31 50,149.85 50,079.14 10,383.92 6,921.80 1,730.45 49.8912-101/4 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. 1 Length V1 End Panel 0.00 1,003.001 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: ei.iu_ninir. SYSTEMS TUKWILA, WA Girder Load @ Diag 32G5N6.6K1.5 G24 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: Fy: 1.00 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X: 0.7500 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 Tco5URyy: 232.5578 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 URz: 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 G7 NEW MILLENNIUM Fl1.111_f1INf: SYSTEMS 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 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 L rr Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/1/201411:02:12 AM NEW MILLENNIUM Location: Joist Description: Mark: H1.111_f.11NG SYSTEMS TUKWILA, WA Girder Load © Diag 32G4N8.7K1.5 G25 Geometry Base Length: 28-4 Working Length: 28-0 Joist Depth: 32.00 Effective Depth: 30.48 BC Panel Length: 3 a© 7-3 Shape: Parallel Chords Variable Left End Right End BC Panel 3-51/2 3-51/2 1-I-1-1.1-1-1-I-1-1.1-I-1-1-1-1.1-I-1_I_ITI_I-1-I-1.1.1_I-1-1-1_I-I_I_I-I.1.1-1-11-1{I-1-1-I-1.1.1-1I-I-1.I-I_I-I-1.1.I_I-I-I-LII-I-I.1-I_I-I_I_IIIl_I-1_I-1_I-1-I-1_I 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 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 (plf) DL 25.00 25.00 TC + 0-0 28-4 Conc Load (lbs) WL 750.00 0.00 TC - 0-2 0-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 6-11 6-11 Conc Load (lbs) WL 1,500.00 0.00 TC - 14-2 14-2 Conc Load (lbs) WL 1,500.00 0.00 TC - 21-5 21-5 Conc Load (lbs) WL 750.00 0.00 TC- 28-2 28-2 Stress Analysis Summary Int. Panel TC: 43.50 Max Panel BC: Reaction LE: 87.00 117,750.00 Reaction RE: 17,750.00 Minimum Shear. 4,437.50 Max TC Comp.: Max BC Tension 41,794.23 [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 24-10 1/2 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: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:12 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_MINr SY_ TFMS TUKWILA, WA Girder Load @ Diag 32G4N8.7K1.5 G25 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: Fb: 50,000.00 130,000.00 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: 23-8 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 39.50 41.50 43.50 41.50 39.50 1.1250 Length Load 30.00 30.00 30.00 30.00 30.00 01n 75004 Len 2X MBending 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 Ur 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 TC O 20.4URyy: 203.4881 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: 0.84 Panel Point Moment 421.54 421.54 394.22 421.54 421.54 BC URz: Mid Panel Moment 292.89 147.91 197.11 147.91 292.89 197.5926 Panel Point fb 477.59 477.59 446.64 477.59 477.59 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 A366 = 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 A22B = 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.IINf. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:12 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 32G4N8.7K1.5 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 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 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: 811/201411:02:16 AM NEW MILLENNIUM Location: Joist Description: Mark: el.m_owr. SV STEMS 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 11_1.1,1111111111_1111111..1f1,1-111-1 1.11:1,111.1:1 11 I I.1111;:1111111111111-I:I 1.I.1-11.IjI1.11:1.1-1.11,111.1:11:1.111 I I, TC Panel 3-6 3-6 y,./" � / �' \ \ / First Half 3-6 3-6 - ' 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 0.00 846.311 30.48 V2 Interior 0.00 846.311 30.481 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8111201411:02:16 AM NEW MILLENNIUM Location: Joist Description: Mark: H I.111_I_'lIN[.: �'.V STF_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: Fy: 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 1955.66 LL 360: 1,569.68 LL 240: 2,354.52 Max Bridg TC: 23-4 3/4 Max Bridg BC: 23-7118 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 Bending Load 30.00 30.00 30.00 30.00 30.00 Min Weld Len 2X0.7500 Axial Load 17,538.62 17,538.62 42,315.41 17,538.62 17,538.62 Max Load Filters TC: fa 7,824.85 7,824.85 18,879.01 7,824.85 7,824.85 52,300.41 Maximum K Ur 73.58 77.26 53.29 77.26 73.58 Max Load no Fillers TC: Fcr 32,133.36 30,945.82 38,265.93 30,945.82 32,133.36 40,662.71 Fa 19,280.02 18,567.49 22,959.56 18,567.49 19,280.02 205..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 TCBeanngCapacity: 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 G7 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM location: Joist Description: Fl i.u�_nwr, SVSTBMS TUKWILA, WA Girder Load @ Diag 32G4N8.7K1.5 TCX Design 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 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: 8/1/201411:02:19 AM NEW Nt I L L E N N 1 U NI Location: Joist Description: Mark: euu_nwr. SYSTEMS TUKWILA, WA Girder Load @ Diag 16G3N5K1 G27 Geometry 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 BC Panel 3-2 1/4 3-4 1/4 I_I_I_LLI_I_I_I_I_I I_I_I_I_I_I_L_LI,I_I_I_I_Lf1l I 1=I_I_I_CI=I I_I_L I_I_I I-I_I_I_I_I_I_I_I_I_I_I_I_I_I ),_I_LI_I_I_I_I_I_I_I_LI_I_I ;I_I_f_I_lnl lsl laa_I:I TC Panel 3-2 1/4 3-4 1/4 First Half 3-2 1/4 3 4 1/4 ��.� ���°�� �,-�°��` �'���-� - ���, //-'`= First Diag. 6-4 1/2 6-8 1/2 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 Summary 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:19 AM NEW MILLENNIUM Location: Joist Description: Mark: RI iii_f.11Nr. SYSTEMS. 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 Axial and Bending Analysis K: 1.00 Fy: Fb: 50,000.00 130,000.00 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 Bending Load 30.00 30.00 30.00 30.00 30.00 Min Weld Len 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 Ur 66.69 70.36 77.26 74.04 70.36 Max Load no Fillers TC: Fcr 34,313.89 33,159.78 30,945.82 31,985.68 33,159.78 42,315.16 Fa 20,588.33 19,895.87 18,567.49 19,191.41 19,895.87 143..5318 5318 Tc : 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 BCL/Rz: Mid Panel Moment 247.82 119.83 183.75 140.09 274.35 214.6959 Panel Point fb 398.35 398.35 416.37 448.86 448.86 TC Shear Stress: Mid Panel fb 112.51 54.41 83.43 63.60 124.56 6,131.49 Fillers 0 0 0 0 0 BC Shear Stress: 10,049.12 Panel Point Stress 8,999.76 8,999.75 14,390.64 9,157.34 9,157.34 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 NEW MILLENNIUM RI.III_t IPJC SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:19 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 16G3N5K1 Mark: G27 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 1-11 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 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: 8/1/201411:02:23 AM NEW MILLENNIUM Location: Joist Description: Mark: a1.111_nwr. SV STEMS 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 1 I :1 1Ii-1I J I II_l;1 I:I_I;I;IIJ LLI!I 1:.1 I I:I:CCI_f I.I-I_Il I;II I.1;1;I 1:1111 I II[I I_I:111.1�1.,f_I LI.1.I.I.L[I mit I I I I I ii TC Panel 3-4 3/4 3-4 1/2 \�� First Half 3-4 3/4 3-4 1/2 \�_ j /� \ j 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.: 28,272.18 Max BC Tension 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 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:23 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nIMr SYSTFM'_'l TUKWILA, WA Girder Load @ Diag 16G3N5K1 G28 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: 21-6 3/8 Max Bridg BC: 23-5112 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Pan& RE Gap Between Chords: Length 38.75 40.75 42.50 40.50 38.50 1.1250 BendingLoad 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 BC Stress: 0.66 Panel Point Moment 406.47 406.47 376.30 400.71 400.71 BC URz: 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 A268 = 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 C10AB = 1.125 x 0.756 x .077 V2 0.00 4,826.79 565.44 3,184.22 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM Fl1.111_f71Nr SYSTFINS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. [Job Name: 5814-0005 NTERURBAN 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 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 0.8826 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 a Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 Date Run: 8/1/2014 11:02:23 AM Mark: G28 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201411:02:27 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: e1.u1_nwc 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 .l_1_I 1.1-1.1.11.1.1.11.1.1.,1.1.1.1.1-111_Ia_111111 111:1:1:1:11.1:1:1111:Ia:1:111.11T_1111:I-11lll_1 I;11:1.:I:I:I:IIa:I_I:1:1:1:1:1_I:I:J_l:1 TC Panel 3-2 1/4 3-2 1/4 �: /' N\, �.;_ 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: Max Panel BC: 40.38 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 3-21/4 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. Length V1 End Panel 0.00 743.88 26.561 V2 Interior 0.00 743.88 26.56 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:27 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_CIINf.. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N7.3K1.1 G3 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: 1,328.83 LL 240. 1,993.25 Max Bridg TC. 23-4 3/4 Max Bridg BC: 21-7 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 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:1.00 Panel Point Moment 356.54 356.54 339.61 356.54 356.54 BC L/Rz: Mid Panel Moment 246.17 127.17 169.81 127.17 246.17 210.1279 Panel Point fb 403.95 403.95 384.77 403.95 403.95 TC Shear Stress: Mid Panel fb 111.77 57.74 77.10 57.74 111.77 11,922.36 Fillers 0 0 0 0 0 BC Shear Stress: 19,690.54 Panel Point Stress 7,245.18 7,245.18 16,978.86 7,245.18 7,245.18 TC Bearing Capacity: Mid Panel Stress 0.3360 0.3466 0.8695 0.3466 0.3360 3.69K < 4.85K Web Design m 2 Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 2,679.95 33,633.00 19,605.35 21,196.01 8.36 x 0.158 2 A32B = 1.9060 x 0.158 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 .118 952.89 18,064.86 6,773.61 7,119.54 3.87 x 0.118 2 A18B = 1.3750 x 0.118 952.89 18,064.86 6,773.61 7,119.54 3.87 x 0.118 2 A18B = 1.3750 x 0.118 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 2,679.95 33,633.00 19,605.36 21,196.01 8.36 x 0.158 2 A32B = 1.9060 x 0.158 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 0.00 4,826.79 743.88 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 0.00 4,826.79 743.88 1,666.98 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 NEW MILLENNIUM n1.111.OINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5814-0005 INTERURBAN OFFICES - SHOPORDERS 8/1/2014 11:02:27 AM Location: Joist Description: Mark: TUKWILA, WA Girder Load @ Diag 28G4N7.3K1.1 I G3 TCX Left TCX Right 1 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8111201411:02:30 AM NEW MILLENNIUM Location: Joist Description: Mark: e1ui_nwr. SY TPMS TUKWILA, WA Girder Load @ Diag 28G4N8.2K1.1 G4 Geometry _ FBase Length: 22-10 _ _ Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 126.52 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End BC Panel 2-91/4 2-91/4 J 111111-1-111' 1-11 11111.1:1111,_1 1.11.111.1=1 LI 1111.11111) IIl111111111111411�11.111111111111_111 In 1.11111111 TC Panel 2-9 1/4 2-9 1/4 N N N First Half 2-9 1/4 2-9 1/4 / � First 1/2 5-6 1/2 i N Diag. 5-6 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 2-91/4 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 G, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:02:30 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.m_nwr. 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 A386 = 2.2190 x 0.199 Axial and Bending Analysis K: 1.00 Fy: Fb: Mom of Inertia: 50,000.00 130,000.00 1661.99 LL 360: 2,171.23 LL 240: Brid TC: 3,256.85 1Max 23-4 3/4 Max BridgBC: 25-7 3/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 31.25 33.25 35.25 33.25 31.25 1.1250 Length Bending Load 30.00 30.00 30.00 30.00 30.00 MWel 0i7500d Len 2X.• 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 L/r 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 47'74518 Fa 22,247.28 21,597.97 20,929.13 21,597.97 22,247.28 183..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 BC URz: 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 a) N M Tr to to rl M N, N 2 Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 2,471.37 31,548.36 20,015.97 20,629.45 8.53 x 0.158 2 A30B = 1.7970 x 0.158 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 .199 878.15 15,737.82 6,936.34 7,186.57 4.58 x 0.102 2 A16B = 1.3750 x 0.102 878.15 15,737.82 6,936.34 7,186.57 4.58 x 0.102 2 A166 = 1.3750 x 0.102 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 2,471.37 31,548.36 20,015.97 20,629.45 8.53 x 0.158 2 A30B = 1.7970 x 0.158 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 0.00 4,826.79 720.58 1,671.94 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 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.111_f_1INC SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:30 AM Joist Description: Girder Load @ Diag 28G4N8.2K1.1 Mark: G4 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 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 H LII1_DINf.. SYSTEMS Geome STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:34 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N12.3K1.6 Mark: G5 Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.28 BC Panel Length: 3 @ 5-101/2 Shape: Parallel Chords Variable Left End Right End TL BC Panel 2-91/4 2-91/4 J-1_Ie1.1.1-11-1.11-11 1-1.11-1.1:11;1.111 I -1.111=1e11 -I-1-1.1.1.11 I-1_IIIe111.11e1-1_I.1.1.1.1e1e1:1111 11 I J I 111-11-1.1.1[ 1.1.11 I I I IeIe TC Panel 2-9 1/4 2-9 1/4 0.00 TC + First Half 2-9 1/4 2-9 1/4 TL First Diag. 5-6 1/2 5-6 1/2 + 11-5 5-10 1/2 Depth 28.00 28.00 0.00 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 + 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- W4 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- 7,262.47 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. Max TC Comp.: 6,220.31 (54,197.19 V1 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: 8/1/2014 11:02:34 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.n1_nwc SYSTEMS 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 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 weld Len 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 Ur 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 15.6URyy 154.6194 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 URz: 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 MILLENNIUM R1.111_r1thJr SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:34 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N12.3K1.6 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 U80 0.01 Reqd TL Def L/80 0.01 Live Load 0.00 Live Load 0.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 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 STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:38 AM NEW MILLENNIUM Location: Joist Description: Mark: RLIILOINC. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N8.7K1.3 G6 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 F Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 I II I I I II I II I I A II IF1111111,1_1-11 : I AIL1_IT111.11.1.11.1.11 Jill I II 1111 11 I I_I I I I I L_ TC Panel 3-2 1/4 3-2 1/4 ` � 7 �� 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 4,350.00 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 (pif) 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: Minimum Shear. 17,723.44 J4,430.86 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 23-01/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 884.261 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 MILLENNIUM Location: Joist Description: Mark: 131.111_O1V❑ SYSTEMA 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 :Fy:Fb:Mom 111.00 of Inertia:LL 50,000.00 130,000.00 1743.49 360:LL 1,603.37 240:Max 2,405.06 Bridg TC: 22-0 318 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 Load Fillers TC: fa 7,672.65 7,672.65 18,615.97 7,672.65 7,672.65 59,512.55 Maximum K Ur 75.32 79.73 51.85 79.73 75.32 Max Load no Fillers TC: Fcr 33,024.71 31,412.40 41,075.81 31,412.40 33,024.71 43,311.25 Fa 19,814.82 18,847.44 24,645.49 18,847.44 19,814.82 199..6998 6998 TC : 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 BC 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 NEW MILLENNIUM RI.IILnINr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number.. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8111201411:02:38 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N8.7K1.3 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 U120 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 1 U IV% Location: Joist Description: Mark: a1.m_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 a@ 6-8 5/8 Shape: Parallel Chords Variable Left End Right End BC Panel 3-2 1/4 3-2 1/4 pIa I i i I iaII i i LIT i i naa-I.LaI I Ili ►aaa,LL111_41,1.1_1111.1:1-1] 1.1.1.1.1li1[.1=111,1 i _1,1=1,1=i1 I iI I 1_i 11 i i=4, TC Panel 3-2 1/4 3-2 1/4 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 Loadl 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: Max Panel BC: 40.38 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 3-21/4 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 23-0 1/4 Standard Verticals Member Position Max Tension Max Comp. Length V1 End Panel 0.00 914.14 26.53 V2 Interior 0.00 914.14 26.53 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:41 AM NEW MILLENNIUM Location: Joist Description: Mark: FI.111_oiNr. SYSTEMS TUKWILA, WA Girder Load @ Diag 28G4N9K1.4 G7 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: 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: 22-0 318 Max Bridg BC: 23-101/4 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 BendingLoad 30.00 30.00 30.00 30.00 30.00 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 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 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 G7 NEW MILLENNIUM FILIII_MINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:02:41 AM Location: TUKWILA, WA Joist Description: Mark: Girder Load © Diag 28G4N9K1.4 I 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 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 U120 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: 8/1/201411:02:45 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: RI.111_nlNfi 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 Effective Depth: 26.53 BC Panel Length: 3 @ 6-8 5/8 _ _ _ Shape: Parallel Chords 1 1 Variable Left End Right End BC Panel 3-21/4 3-2 1/4 j1II 1111.111 I:I I I I I 111 IEI=IJI 11111 I I t I I I I1I I I 171111 II.[II I I I_I.I II LI1 I_ID,I 1 I I I I I] I I,I IT1 I I I I I I( TC Panel 3-2 1/4 3-2 1/4--. „-- `, �! �\ / N. First Half 3-2 3/8 3-2 3/8 7 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. TC Comp.: 4,980.86 !Max49,691.45 Max BC Tension 57,189.49 Member TC Tension TC Compresion BC Tension IBC 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. Length V1 End Panel 0.00 993.83 26.53 V2 Interior 0.00 993.83 26.53 NEW MILLENNIUM Fl1.111_IIINr. SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 8/1/201411:02:45 AM Joist Description: Marls: Girder Load @ Diag 28G4N9.8K1.5 1G8 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: 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 Ur 75.32 79.73 51.85 79.73 Fcr 33,024.71 31,412.40 41, 075.81 31,412.40 Gap Between Chords: 1.1250 Min Weld Len 2X:: 0.7500 Max Load Fillers TC: 59,512.55 75.32 Max Load no Fillers TC: 43,311.25 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 TC OAL/Ryy: 199.6998 BC Stress: 1.00 BC L/Rz: 182.8299 TC Shear Stress: 15,371.65 BC Shear Stress: 0 19,400.12 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 Member W2 W3 W4 W5 W5 W4 W3 W2 V1 V2 TC Bearing Capacity: 4.94K < 6.42K Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material 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 3,737.34 43,219.92 26,216.43 29,468.40 9.42 x 0.188 2 A36B = 2.0780 x 0.188 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 1,317.14 21,597.84 9,050.91 9,867.22 4.72 x 0.129 2 A22B = 1.5000 x 0.129 1,317.14 21, 597.84 9,050.91 9,867.22 4.72 x 0.129 2 A22B = 1.5000 x 0.129 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 3,737.34 43,219.92 26,216.43 29,468.40 9.42 x 0.188 2 A36B = 2.0780 x 0.188 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 0.00 4,826.79 993.83 1,671.13 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 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 FI.I II. f.'IINf. SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run: 8/1/201411:02:45 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N9.8K1.5 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 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 C_ Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: G8 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:49 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_f.11Nr. SYSTEMS TUKWILA, WA Girder Load © Diag 28G4N10.5K1.4 G9 Geometry Base Length: 22-10 Working Length: 22-6 Joist Depth: 28.00 Effective Depth: 26.47 BC Panel Length: 3 © 5-101/2 Shape: Parallel Chords Variable Left End Right End BC Panel 2-91/4 2-9 1/4 1:1=1111-f_1.11.1-1-11-1-11-11.1111x1-1:1.111-11-1.1 ,;1;11.11 111-1,111-111-1111-1-1;1-11.11111.11:1;,11.1.111:1.111.11.1-1-1-1111-11:R 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 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 - 0-2 0-2 Conc Load (lbs) WL 1,400.00 0.00 TC - 5-6 1/2 5-6 1/2 Conc Load (lbs) WL 1,400.00 0.00 TC - 11-5 11-5 Conc Load (lbs) WL 1,400.00 0.00 TC - 17-3 1/2 17-3 1/2 Conc Load (lbs) WL 700.00 0.00 TC - 22-8 22-8 Stress Analysis Summary Int. Panel TC: Max Panel BC: 35.25 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 5-6 1/2 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 44.0814-41/4 W3 2,303.05 18,887.70 38,899.82 4,804.13 3,196.85 25,579.25 42.5017-31/2 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201411:02:49 AM NEW MILLENNIUM Location: Joist Description: Mark: '111'1_f3INr S.VSTFMS TUKWILA, WA Girder Load © Diag 28G4N10.5K1.4 G9 Chord Properties 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 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: 28-01/4 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 Min Weld Len 2)C 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 Ur 64.93 69.08 73.24 69.08 64.93 Max Load no Fillers TC: Fcr 36,736.96 35,271.18 33,778.48 35,271.18 36,736.96 48,986.06 Fa 22,042.18 21,162.71 20,267.09 21,162.71 22,042.18 TCO 173..6520 6520 : 17 166, 148,196.02 166, 560.30 188, 562.25 F'e 188, 562.25 560.30 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 Shear Stress: 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 0.9587 0.3773 0.3637 5.29K < 6.79K Web Design rivfember 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 A1.111_OING . YSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201411:02:49 AM Location: TUKWILA, WA Joist Description: Girder Load @ Diag 28G4N10.5K1.4 Mark: G9 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 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 U120 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:57:12 PM NEW MILLENNIUM Location: Joist Description: Mark: eIni_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J1 Geometry Base Length: 23-6 3/4 Working Length: 23-2 314 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 lar Ill 1j I I I TC Panel 1-10 3/8 1-10 3/8 l= L .*I l nl I: I,I=I 1TIel I I=1;1 I hl_I I I_€=I_fr Islip u=ll l Il IJ lel= I:I I t I I I IsI I I, f I LI l • First Half 1-1 1-1 - • " " _ 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) 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 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: Reaction LE: 48.00 14,489.88 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. Length V2 Interior 1,256.00 1,814.13 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 MILLENNIUM Location: Joist Description: Mark: R 1.111_f.11Nf.: SV STEMS 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: Max Bridg BC: 14-113/4 I10-9 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 TCoaURyy: 238.3350 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 URz: 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 Fl1.111_1'11NIi 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 12:57:12 PM Mark: J1 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 U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1953 Section Modulus 0.0000 Reqd SM 0.0097 Reqd SM 0.0000 Mom of Inertia 0.2282 Mom of Inertia 0.0000 Reqd MI 0.0010 Reqd MI 0.0000 Seat Type: Lapped Seat Type: Lapped Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 8:55:16 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ni_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 III III_lI_1LIIIILLlllI,IIIILII,III[LLI_U_II:IIII-1IJILIII 1,1111,I=IJI®LI-IrI_LJ.:IJ,1=1JI,J=1-1_Ia1=1.1.1_IJ-1=I 1-11 IT_I TC Panel 1-4 5/8 1-4 5/8 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: Reaction LE: 20.00 12,926.96 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 1-45/8 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 STRESS ANALYSIS - PAGE 2 „ Job Number. Name: 5814-0005 'Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: Ri.iit_noivr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J11 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: 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: 10-1 3/8 Max Bridg BC: 15-1 1/8 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 MWel 0 5000d Len 2X: 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 L/r 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 23,540.90 267..9707 9707 TC : 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 BCt1Rz: 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 0.8761 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 G7 NEW MILLENNIUM H1.111_r11Nr.. SYSTF_MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 8:55:16 AM Location: TUKWILA, WA Joist Description: Mark: Short Span Round 14K2801170 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 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 0.9492 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. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:53:19 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111.1'.11Nr SYSTEMS ,w, TUKWILA, •iA Short Span Crimp 16KA280/170 J13 Geometry Base Length: 23-2 3/4 Working Length: 22-10 3/4 Joist Depth: Depth: 16.00 1Effective 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 TC Panel 1-9 3/8 1-9 3/8 Ilel.l I l I I: 1. L1J11_I�.[1_I:I_l 1-I LL1.1.111-11LI II TI:I:ITI=I:I I:I:I:LI II ..1;11J '•-• '., 1 .- ‘--- 11:1(f l .I.I.l:l.l:LJ:I LI-Ip LI;I:I1.Ill ii First Half 0-11 0-11 __ - .. 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 l 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: Max Panel BC: 24.00 48.00 Reaction LE: Reaction RE: 4,442.24 14,479.96 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 # Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:53:19 PM NEW MILLENNIUM Location: Joist Description: Mark: 141.111-[:IING SsISTEnn 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 K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 92.61 LL 360: 288.27 LL 240: 432.41 Max Bridg TC: 15-01/8 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 Bending Load 292.00 0.00 0.00 0.00 292.00 Min weld Len 2X: 0 5000 Axial Load r 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 L/r 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: 23344..914914 9 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 URz: Mid Panel Moment 514.47 452.48 0.00 425.29 669.49 162.9881 Panel Point fb 4930.30 5510.53 0.00 5413.53 5305.71 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 z .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 NEW MILLENNIUM EI1.111_[]INf.: SYSTEMS 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 TCX Left r 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:21 PM NEW /MILLENNIUM Location: Joist Description: Mark: RI.111_nlNfi SVSTFMS TUKWILA, WA Short Span Round 14K280/170 J14 Geometry Base Length: 18-01/2 Working Length: 17-81/2 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 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 Summary 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 V1S 1,363.05 4,727.70 0.00 0.00 418.77 1,207.08 16.57 1-61/4 W3 1,363.05 4,727.70 6,330.48 1,852.57 810.90 2,853.78 16.57 2-4 1/4 W4 2,249.33 7,579.89 6,330.48 1,852.57 2,306.81 681.77 16.57 3-21/4 W5 2,249.33 7,579.89 8,829.30 2,646.09 681.77 2,253.81 16.57 4-01/4 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 5-8 1/4 W8 2,998.42 11,164.07 10,621.39 2,957.89 982.86 231.54 16.57 6-6 1/4 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 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 G,� Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:21 PM NEW IVI I L L E N N 1 U M Location: Joist Description: Mark: F1.111_MIMI SYSTEMS TUKWILA, WA Short Span Round 141(280/170 J14 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: 45.39 LL 360: 305.36 LL 240: 458.04 Max Bridg TC: 10-01/2 Max Bridg.BC: 10-4 5/8 l Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE cap Between Chords: Length 16.25 20.00 20.00 20.00 16.25 0.5000 BendingMLoad 280.00 0.00 0.00 0.00 280.00 0.5n WeldLen2X 0.5000 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 L/r 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 TC OAL/ 273.58Ryy: 273.5831 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 BC URz: Mid Panel Moment 426.58 390.23 0.00 390.23 426.58 77.7001 Panel Point fb 7886.95 7934.51 0.00 7934.51 7886.95 TC Shear Stress: Mid Panel fb 1763.62 1613.37 0.00 1613.37 1763.62 13,641.69 Fillers 0 0 3 0 0 BC Shear Stress: 13,641.69 Panel Point Stress 17,605.73 17,036.73 22,538.97 17,036.73 17,605.73 Mid Panel Stress 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 G7 NEW MILLENNIUM R1.11L[71Nf: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:54:21 PM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J14 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 L180 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 0.0000 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 , 5814-0005Date Job Name: INTERURBAN OFFICES - SHOPORDERS Run: 8/4/201412:54:51 PM NEW MILLENNIUM Location: Joist Description: Mark: F1.111_ninin SVSTKMS 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/ • --•, I First Half 0-11 0-11 _ - !; First Diag. 3-7 3/8 3-7 3/8 _ J 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 23-2 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 1-93/8 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. Length V2 Interior 662.65 1,481.80 15.16 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:54:51 PM NEW NI i L L E N N 1 U M Location: Joist Description: Mark: fll.11l_OING 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 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 232.58 LL 240: 348.88 Max Bridg TC: Max Bridg BC: 14-21/8 �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 Ur 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 Tco7URyy: 248.7006 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 G7 NEW MILLENNIUM FI I.111_OINf.. SYSTEMS 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 12:54:51 PM Mark: J15 TCX Left r 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 0.1461 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: 8/1/201410:43:37 AM NEW MILLENNIUM Location: Joist Description: Mark: g1.111..QINf.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 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 1.1 II=I I I11L1 I_LII1111J I_:1111I_I 111111;111=1111;1;III IIs11I III 1;1,111.1111111.1 I1�IIL111 I IIIIIaLI I I fLlllll=LLL I TC Panel 1-6 3/4 1-6 3/4 -. ' First Half 0-10 0-10 �/ j' First Diag. 3-2 3/4 3-2 3/4 Depth 14.00 14.00 Loads Load Type Category Loadl 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 V 1 S 648.73 5,016.60 0.00 0.00 392.85 1,240.05 16.57 1-6 3/4 W3 648.73 5,016.60 6,679.96 860.75 351.22 2,954.13 16.57 2-4 3/4 W4 1,019.77 7,974.80 6,679.96 860.75 2,343.68 263.41 16.57 3-2 3/4 W5 1,019.77 7,974.80 9,269.65 1,178.78 263.41 2,290.68 16.57 4-0 3/4 W6 1,284.79 10,195.98 9,269.65 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 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:43:37 AM NEW IN{ I L L E N N I U IVI Location: Joist Description: Mark: RinLowr.. SVBTEMB TUKWILA, WA • Short Span Round 14K2801170 J16 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: Fy: 1.00 50,000.00 1Fb: 30,000.00 Mom of Inertia: 45.39 LL 360: 301.09 LL 240: 451.64 Max Bridg TC: 10-0 3/8 Max Bridg BC: 14-9 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 0.5000 BendingLoad 292.00 0.00 0.00 0.00 292.00 Min weld Len 2x. 0 5000 Axial Load 5,355.17 5,016.60 12,237.95 5,016.60 5,355.17 Max Load Fillers TC: fa 10,310.30 9,658.45 23,561.71 9,658.45 10,310.30 12,829.47 Maximum K Ur 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 TC 27 274..87068706: 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 BC Stress: 0.79 Panel Point Moment 831.90 831.90 0.00 831.90 831.90 BC URz: Mid Panel Moment 481.26 397.96 0.00 397.96 481.26 77.7001 Panel Point fb 8475.83 8475.81 0.00 8475.81 8475.83 TC Shear Stress: Mid Panel fb 1989.69 1645.32 0.00 1645.32 1989.69 14,193.98 Fillers 0 0 5 0 0 BC Shear Stress: 14,193.98 Panel Point Stress 18,786.12 18,134.26 23,561.71 18,134.26 18,786.12 Mid Panel Stress 0.5532 0.5729 0.9634 0.5729 0.5532 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 6,521.06 6,776.60 777.79 1,807.86 2.47 x 0.177 1 R056 = round 9/16 V1S 392.85 7,529.55 1,240.05 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 351.22 7,529.55 2,954.13 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,343.68 5,947.89 263.41 2,342.46 2.00 x 0.170 1 R050 = round 1/2 W5 263.41 5,947.89 2,290.68 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 NEW MILLENNIUM AI.t 11.r INf: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:43:37 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 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 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. 1JobJob Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:48:30 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111.^$N11 S.YSTFMS TUKWILA, WA Short Span Round 14K2801170 J16A Geometry Base Length: 18-1 112 _ Working Length: 17-91/2 Joist Depth: 14.00 Effective Depth: 12.88 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable T Left End Right End BC Panel 2-4 3/4 2-4 3/4 [I1=1 I I Ill 111 l; I I: ILII 1 11.1:11111:1 I I l oll I li I I 1 Ilio l 1;1.1 I III L1.1.1.1111-1-11 1 111f1.1 11 l.l_I.I[I 1, 1,1.1 1 LIJ1 1 1.1.1.11 TC Panel 1-6 3/4 1-6 3/4 °\ '. •. First Half 0-10 0-10 \,• / � , .• \ / / ; `•, /i 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 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: LE: 20.00 1Reaction 5,572.33 Reaction RE: 5,620.92 Minimum Shear: 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 0 Job Number 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201410:48:30 AM NEW MILLENNIUM Location: Joist Description: Mark: 111.111_011,11. SVSTFAAS 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 A38B = 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 1Fb: 30,000.00 Mom of Inertia: 87.44 LL 360: 580.04 LL 240: 870.06 Max Bridg TC: Max Bridg BC: 15-01/4 I13-2 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 Ur 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 ec 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 R1.111_1lINri 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 0-4 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 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: 8/1/2014 10:48:30 AM Mark: J16A STRESS ANALYSIS - PAGE 1 0 Job Number 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:10:26 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.n1.nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J17 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 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 STRESS ANALYSIS - PAGE 2 G,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:10:26 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.iu_nwr, SYSTEMS TUKWILA, WA Short Span Round 14K2801170 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: 50,000.00 Fb: 30,000.00 Mom of Inertia: 45.39 LL 360: 301.09 LL 240: 451.64 Max Bridg TC: 10-0 3/8 Max Bridg BC: 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 Mn Wel: 015000d Len 2X 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 Ur 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 TC 27.8URyy: 274.8706 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 URz: Mid Panel Moment 461.48 381.61 0.00 381.61 461.48 77.7001 Panel Point fb 8127.50 8127.49 0.00 8127.49 8127.50 TC Shear Stress: Mid Panel fb 1907.92 1577.70 0.00 1577.70 1907.92 13,710.27 Fillers 0 0 5 0 0 BC Shear Stress: 13,710.27 Panel Point Stress 18,054.16 17,429.08 22,738.33 17,429.08 18,054.16 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 Fll.,it_r11NG SVSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:10:26 PM Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 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 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 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM NEW MILLENNIUM Location: Joist Description: Mark: . F1111_fllNl: SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J18 Geometry Base Length: Working Length: 43-11 1/2 I43-71/2 Joist Depth: 30.00 Effective Depth: 28.89 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords r 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� - - - 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. Length V2 Interior 280.00 1,197.66 28.89 STRESS ANALYSIS - PAGE 2 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:30:28 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_nlNr. SVSTFM<. TUKWILA, WA Short Span Crimp 30K280/170 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 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 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 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 IJRz: 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 NEW MILLENNIUM R1.111_IIINf SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 1 Job Name: 5814-0005 INTERURBAN OFFICES - 3HOPORDERS Joist Description: Short Span Crimp 301(280/170 Location: TUKWILA, WA Date Run: 8/4/2014 9:30:28 AM Mark: J18 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 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM NEW MILLENNIUM Location: Joist Description: Mark: wi.iu_nwr.. SV STEMS 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 I:I I I I(I I:I.II:I]-111.IJ-111,1-1:III:LIIi1:LI TC Panel 2-8 3/4 3-2 3/4 II I LI -I 11-V:Ir11111:1:1=1=11 11:1:1:1,:1 I,I,LI.=J.1:11.1.111:1111.1.111,111.111 ` , I I :I:f 11 II 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 J Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: LE: 48.00 1Reaction 7,697.42 Reaction RE: 7,684.66 Minimum Shear. Max TC Comp.: 1,924.36 135,633.57 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 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:29:23 AM NEW MILLENNIUM Location: Joist Description: Mark: 81.111_OINf SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J18A 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: Y 50,000.00 Fb: 30,000.00 Mom of Inertia:9 [LL 360: 551.45 248.14 LL 240: 372.21 Max Brid TC: 18-31/4 Max BridgBC: 14-3 7/8 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 BendingLoad 304.00 304.00 0.00 304.00 304.00 Min Weld Len ZX.• 0.5000 Axial Load 10,722.61 10,360.94 35,633.57 12,770.80 13,372.46 Max Load Fillers TC: fa 7,517.26 7,263.70 24,981.47 8,953.17 9,374.97 39,053.89 Maximum K 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 15,307.76 389..7526 7526 TC : 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 n1.111.1n1Nr.. 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 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 U80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def 0120 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. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM NEW MILLENNIUM Location: Joist Description: Mark: a1.u1_owr. 6v5TFon5 TUKWILA, WA Short Span Crimp 30K280/170 J19 Geometry Base Length: 43-11 1/2_ Working Length: 43-71/2 Joist Depth: 30.00 Effective Depth: 28.89 _ _ _ BC Panel Length: Shape: 9 @ 4-0 1Parallel Chords Variable 1 Left End Right End BC Panel 3-11 3/4 4-11 3/4 TC Panel 2-8 3/4 3-2 3/4 - - > r 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. Length V2 Interior 280.00 1,197.66 28.89 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:28:30 AM NEW IV% I L L E N N 1 U Nl Location: Joist Description: Mark: ni.iu_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 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 1Fy: 50,000.00 Fb: Mom of Inertia: 30,000.00 1473.22 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 Mn Wel 0i5000dLen 2x: 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 OAI yy 4006.5456.545 7 - 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 NEW MILLENNIUM R1.111_111Nr. SY5TFMS 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 -11 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 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 0.0000 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 9:28:30 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: J19 STRESS ANALYSIS - PAGE 1 „d Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:21:36 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_OINC. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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,, L'• \ /_. 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 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. Length V2 Interior 280.00 1,197.43 28.89 STRESS ANALYSIS - PAGE 2 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:21:36 AM NEW /MILLENNIUM Location: Joist Description: Mark: Fluui_nwr. SVSTF_MS TUKWILA, WA Short Span Crimp 30K280/170 J19A 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 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: 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 yy: 4006.545 6.545 7 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 BCL/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 fil.HLntNt SVSTR_MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 30K2801170 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 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 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 1:10:49 PM NEW 'MILLENNIUM Location: Joist Description: Mark: Fli.nt.nitir.. SYSTEMS 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 ,,. 1 i . .' �� % First Half 1-1 1-1 ;' 1 7 .. Pw- .- 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) 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 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,742.38 Reaction RE: 3,746.71 Minimum Shear. 936.68 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 1-103/8 W3 2,084.00 6,262.55 8,695.88 2,932.24 1,302.96 3,954.94 19.97 2-8 3/8 W4 3,557.77 12,072.71 8,695.88 2,932.24 4,455.84 807.55 28.39 3-9 3/8 W5 3,557.77 12,072.71 14,685.26 3,673.01 650.24 3,246.03 28.39 5-9 3/8 W6 3,655.24 16,411.13 14,685.26 3,673.01 2,197.31 515.27 28.39 7-9 3/8 W7 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 I Max Comp. 1 Length V2 Interior 322.28 1,220.79 15.16 NEW MILLENNIUM RI.111_C1INr S.VSTFMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4120141:10:49 PM Mark: J2 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 ILL 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 Length 20.38 23.00 24.00 23.00 20.38 Bending Load 280.00 0.00 0.00 0.00 280.00 Axial Load 6,545.73 6,262.55 16,411.13 6,207.77 6,541.63 fa 9,183.12 8,785.84 23,023.46 8,709.00 9,177.37 Maximum K Ur 72.85 82.23 51.48 82.23 72.85 Fcr 33,770.05 30, 384.37 40, 951.73 30,384.37 33, 770.05 Fa 20,262.03 18, 230.62 24, 571.04 18,230.62 F'e 149,846.66 117, 594.39 107,999.01 117, 594.39 20, 262.03 149, 846.66 Cm 0.9694 0.9626 0.8572 0.9630 0.9694 Panel Point Moment 1034.69 1070.16 0.00 1108.34 1108.34 Mid Panel Moment 547.65 490.50 0.00 463.39 706.84 Panel Point fb 7082.60 7325.39 0.00 7586.80 7586.80 Mid Panel fb 1551.08 1389.21 0.00 1312.43 2001.96 Fillers 0 0 4 0 0 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 Gap Between Chords: 1.1250 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 17,689.38 Max Load no Fillers TC: 12,564.67 TC OAL/Ryy: 252.3214 BC Stress: 0.96 BC L/Rz: 187.8669, TC Shear Stress: 12,501.37 BC Shear Stress: 15,095.49 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 ymmetrical Joist NEW MILLENNIUM F11.11Lf.1INf.. SYSTEMS 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 1:10:49 PM Mark: J2 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 L/80 0.04 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 [Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1461 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 NEW MILLENNIUM RI.111_I11N1: SVSTFMS Geomet STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Location: TUKWILA, WA Date Run: 8/1/2014 10:45:14 AM Mark: J21 Base Length: 18-01/2 Working Length: 17-81/2 Joist Depth: 14.00 Effective Depth: 12.88 BC Panel Length: 8 @ 1-8 !Shape: Parallel Chords Variable Left End Right End CI I I Is111:11111.1 - <-, , -� II;I_l.111111111 11 I I I I I L ILMI 111=111Ill_I-I_I-1-1-111111_11=1_111:1:1=1"1;Ifl_f 1 Il=[1111=1-I 1-11j <• 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 0-0 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 Summa 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 16.30 1-61/4 W3 1,019.34 7,383.32 10,014.83 1,407.66 1,034.33 5,674.49 16.30 2-4 1/4 W4 1,795.98 12,323.39 10,014.83 1,407.66 5,147.98 1,034.33 16.30 3-2 1/4 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 5-8 1/4 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 7-41/4 W10 3,737.57 21,928.47 21,928.47 3,737.57 2,573.34 2,111.46 16.30 8-2 1/4 ymmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201410:45:14 AM NEW /MILLENNIUM Location: Joist Description: Mark: F11.111-1MINf. V .GTFMS TUKWILA, WA Short Span Round 14K2801170 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 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: 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 Load 292.00 0.00 0.00 0.00 292.00 0�n 5000dLen 2x MBending 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 18 182..80058005: F'e 513,805.66 339,192.03 339,192.03 339,192.03 513,805.66 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 BC L/Rz: 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 RI.11l.mIN[. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:45:14 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 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 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 C JobNumber. 5814-0005 I Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:11:13 PM NEW MILLENNIUM Location: Joist Description: Mark: cn.n1_nwr SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J21A Geometry Base Length: 18-01/2 Working Length: 17-81/2 __ ___ Joist Depth: Depth: Panel Length: 14.00 1Effective 13.09 IBC 8 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-4 1/4 2-4 1/4 I:CII, 1 f iti:I:I 111 Frill l 1 al 1 in 1 I I Ili 111.1.1 IJJ I Iii I I:IJ:1 I Iii:II a 11111 fT1:I 1 IIII:I I Ili En ri I I u ij I ill 1.1 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) 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 18-01/2 Gross Uplift (pif) 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 3-2 1/4 W5 1,014.39 11,821.44 13,967.73 1,174.79 264.25 4,325.46 16.47 4-01/4 W6 1,281.73 15,742.29 13,967.73 1,174.79 3,713.08 397.47 16.47 4-101/4 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 8-2 1/4 * Symmetrical Joist • STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:11:13 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.111_no.n SYSTEMS TUKWILA, WA Short Span Round 14K280!170 J21A Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material 1 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: Fy: Y 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 63.87 LL 360: 429.72 LL 240: 644.58 Max Brid TC: 9 11-31/2 Max BridgBC: 16-7 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 BendingMLoad 292.00 0.00 0.00 0.00 292.00 0 5n 00WelLen 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 L/Rz: Mid Panel Moment 444.86 406.96 0.00 406.96 444.86 71.5052 Panel Point fb 4751.61 4780.26 0.00 4780.26 4751.61 TC Shear Stress: 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 G7 Job Number.. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA riu.IILfI.Jr, SVSTF_MS TCX Design 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 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: 8/4/2014 1:11:13 PM Mark: J21A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 811/201410:45:20 AM NEW MILLENNIUM Location: Joist Description: Mark: eiuLnwr.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J22 Geometry Base Length: 9 19-41/2 Working Length: 19-0 1/2 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 9 9 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-2 1/4 2-2 1/4 f_fl__I:LII:II:CIa_-l:flku lulaa:fl_llaa_la.]Ga:LLLLLLI al IIID-I-LLLLLIT 111_II:L1111LII:LLLIa TC Panel 1-4 1/4 1-4 1/4 • al_I[LL_LLLLI-IFI_LL 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: Max Panel BC: 20.00 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 3-10 1/4 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:45:20 AM NEW MILLENNIUM Location: Joist Description: Mark: Ruii_cluNr. svwrems TUKWILA, WA Short Span Round 14K280/170 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 Al 8B = 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: 1.00 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 Min 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 L/r 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 23,827.05 292..6228 6228 Tc : 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 BC URz: Mid Panel Moment 307.77 437.47 0.00 437.47 307.77 77.7001 Panel Point fb 6451.36 7439.70 0.00 7439.70 6451.36 TC Shear Stress: Mid Panel fb 1139.04 1619.06 0.00 1619.06 1139.04 13,173.21 Fillers 0 0 4 0 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 NEW MILLENNIUM Allll_IIINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:45:20 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J22 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 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 0.0000 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 8:56:13 AM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: A1.111_f.91Nf.. SYSTEMS TUKWILA, WA Short Span Round 14K280/170 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: Parallel Chords Variable Left End Right End BC Panel 1-8 7/8 1-8 7/8 I _I 1111 I [11 1 1 [ 1 I LI 111I T.I. [11.1 LI 1 LII I ulrurirrili:LI:LI I. I JLC[ I Lf LI_ I: FLI [ 111 ruff" Ill L CI71 lin I I 1 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_ 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 Gross 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. 1 Minimum Shear 3,033.47 ( 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. 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_fIING SYSTF_MS 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: 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: Max Bridg BC: 10-0 3/4 114-51/4 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 Min Weld Len 2X: 0 5000 Axial Load 5,703.21 5,502.79 13,273.37 5,502.79 5,703.21 Max Load Fillers TC: fa 3,678.54 9,229.78 22,263.28 9,229.78 3,678.54 15,343.17 Maximum K 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 278.85Ryy: 278.8561 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 0.9994 BC Stress: 0.80 Panel Point Moment 755.34 783.82 0.00 783.82 755.34 BCURz: 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 RI.III.f11Nf: SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Round 14K2801170 Date Run: 8/4/2014 8:56:13 AM Mark: J24 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 1 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 0.9492 Section Modulus 0.9492 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.3094 Mom of Inertia 1.3094 Reqd MI 0.0000 Reqd MI 0.0000 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 8:56:20 AM NEW IV{ 1 L L E N N 1 U M Location: Joist Description: Mark: ALIILOING SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J24A Geometry Base Length: 18-5 3/4 Working Length: 18-1 3/4 Joist Depth: Depth: 14.00 1Effective 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 1:1J-111 I 1,1=1: U1,1_1111.1.1 t.IJ J 11_rL111►=Iihl=_IJ ► I' I I:-IE[IL Int JJJJI;I 1 f I LL LITUTITIJIIII1 TC Panel 0-10 7/8 0-10 7/8 -I=I , • - 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 (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: 3,135.40 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 STRESS ANALYSIS - PAGE 2 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: FlI.111_f.11NG 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 0.2597 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: 14-5114 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 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 L/r 46.10 78.28 46.79 78.28 46.10 Max Load no Fillers TC: Fcr 42,666.25 31,877.57 42,466.91 31,877.57 42,666.25 11,517.28 Fa 25,599.75 19,126.54 25,480.14 19,126.54 25,59,.''-'7, Tco8 278.856161 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 BC URz: Mid Panel Moment 523.32 414.10 0.00 414.10 523.32 77.7001 Panel Point fb 674.08 7286.20 0.00 7286.20 674.08 TC Shear Stress: Mid Panel fb 447.82 1532.57 0.00 1532.57 447.82 12,555.25 Fillers 0 0 4 0 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 Mid Panel 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 F1.111.1:'IINr sys-rEnns TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Date Run: 8/4/2014 8:56:20 AM Joist Description: Short Span Round 14K2801170 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 280.00 Reqd TL Def 1180 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 11120 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. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201410:15:17 AM NEW MILLENNIUM Location: Joist Description: Mark: Rttut_^iNr. SYSTEM"-. TUKWILA, WA Short Span Crimp 30K2801170 J25 Geometry Base Length: 43-4114 Working Length: 43-01/4 Joist Depth: Depth: Panel Length: 30.00 lEffective 28.81 IBC 9 @ 4-0 Shape: Parallel Chords Variable T Left End Right End BC Panel 3-7 1/2 4-8 3/4 I111 LII I 11110 I Fri Ill TC Panel 2-7 1/2 3-1 3/4 1111-1:1111 \ iIrri li,RN I III 1:1111 LI IIIWIIII j LI;ILFLI Ill L111-111-I I LI, I I I IEITI I- I L ITIEI I1 I LI ri First Half 1-6 1-6 i; .1.• • ,., /�� First Diag. 5-1 1/2 6-2 3/4 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 43-4 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. 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 11-1 1/2 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 37.5019-11/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 1,232.00 1,937.58 28.81 NEW MILLENNIUM R1.111_fti N(i SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 10:15:17 AM Joist Description: Mark: Short Span Crimp 30K2801170 J25 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: Fy: 1.00 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 Length 29.50 30.00 24.00 37.00 35.75 Bending Load 304.00 304.00 0.00 304.00 304.00 Axial Load 12,196.02 11,914.35 38,092.47 14,700.94 15,246.23 fa 5,123.09 8,352.74 26,705.32 10,306.32 6,404.36 Maximum K L/r 77.00 78.31 37.23 96.58 93.32 Fcr 32,410.18 31,933.37 45,180.43 25,279.65 26,451.27 Fa 19,446.11 19,160.02 27,108.26 15,167.79 15,870.76 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 Panel Point Moment 2243.29 2243.29 0.00 3454.10 3454.10 Mid Panel Moment 1701.83 968.38 0.00 1552.77 2446.15 Panel Point fb 1535.27 5534.80 0.00 8522.18 2363.92 Mid Panel fb 1018.73 1006.46 0.00 1613.83 1464.28 Fillers 0 0 8 0 0 Panel 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 Gap Between Chords: 1.1250 Min Weld Len 2)C 0.5000 Max Load Fillers TC: 39,053.89 Max Load no Fillers TC: 32,438.42 TC OAL/Ryy: 384.3549 BC Stress: 0.97 BC URz: 134.8693 TC Shear Stress: 13,508.17 BC Shear Stress: 15,678.23 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 ymmetncal Jois NEW MILLENNIUM Fl1.111_O1Nf.1 SYSTR_MS 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 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 U80 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 1.4612 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 Date Run: 8/4/2014 10:15:17 AM Mark: J25 STRESS ANALYSIS - PAGE 1 , Job Number. 5814-0005 fJob Name: I INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:13:15 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_f.111•111 SYSTEMS TUKWILA, WA Short Span Crimp 301(280/170 J26 Geometry Base Length: 44-11 Working Length: 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 1,11.11111,111_111J I-[ 4�_/'• Is�_I1i..I IJ. _IJ �IaIJ-IILLLIIIrLIJ_L1.1 �J.11,I,IJJ]I-U11L11 I_I I IJ-I..JJ-1-I.iI.1 -I1I-I I I I-I{I fl I I I �� / �. First Half 1-6 1-6 � I, / First Diag. 6-8 1/4 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 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 Summary 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 8-8 1/4 W6 3,501.19 24,641.27 21,928.64 3,125.45 4,587.57 613.10 37.56 10-81/4 W7 3,501.19 24,641.27 26,888.76 3,807.17 503.90 3,804.82 37.56 12-81/4 W8 4,043.37 28,671.10 26,888.76 3,807.17 3,076.84 394.70 37.56 14-81/4 W9 4,043.37 28,671.10 29,988.31 4,209.80 304.27 2,290.43 37.56 16-81/4 W10 4,306.47 30, 840.37 29, 988.31 4,209.80 2,190.07 304.27 37.56 18-8 1/4 W11 4,306.47 30,840.37 31,179.71 4,333.36 304.27 2,190.07 37.56 20-81/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,203.55 28.89 STRESS ANALYSIS - PAGE 2 ' Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201410:13:15 AM NEW /MILLENNIUM Location: Joist Description: Mark: eLw.nwr.. SV STEMS TUKWILA, WA Short Span Crimp 30K280/170 J26 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: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 473.22 LL 360: 199.50 LL 240: 299.25 Max Bridg TC: 17-5 518 Max Bridg BC: 19-5114 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 Bending Load 280.00 280.00 0.00 280.00 280.00 Mn 015 00d Len 2X: 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 Ur 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 OAL/ Ryy: 4115.4765.476 5 160,661.20 64,635.52 179,543.11 75,541.88 183,916.97 F'e 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 1/Rz: 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 TCShearStress: Mid Panel fb 1693.32 2186.83 0.00 1849.11 1492.99 13,410.98 Fillers 0 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 E W3 879.35 14,453.10 6,368.70 6,907.09 2.86 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 6,101.96 7,865.88 831.49 3,016.15 4.03 x 0.102 1 C16BB = 1.125 x 1.025 x .102 W5 722.29 14,453.10 5,315.55 6,352.65 2.39 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W6 4,587.57 4,826.79 613.10 1,008.83 4.01 x 0.077 1 C10AB = 1.125 x 0.756 x .077 W7 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 R1,111_rlINr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:13:15 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Mark: J26 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 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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 10:09:32 AM NEW MILLENNIUM Location.• Joist Description: Mark: rai,m_nwr. SV STEMS TUKWILA, WA Short Span Crimp 30K280/170 J27 Geometry Base Length: 46-5 5/8 Working Length: 46-1 5/8 Joist Depth: 30.00 Effective Depth: 28.87 BC Panel Length: 10 @ 4-0 1Shape: Parallel Chords Variable Left End Right End BC Panel 3-0 7/8 4-8 3/4 -1I..I1 TC Panel 2-1 7/8 3-1 3/4 L1 111.111111111 ,:. \ ruin] CI 1.111=1=[I 1-C f JJ111 I I ILLI= 11 I][ I]:I[I L1 ,, \I_II\L1111111.1.111 J [L11Ku-rum] L1( ,,\\ ji First Half 1-2 1-6 [ i- 1.., /,' i; I \ �// 1 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. 1 Length V2 Interior 280.00 1,214.551 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 M I L L E N N 1 U M Location: Joist Description: Mark: c+i.m_nwr. Sv5YFM5 TUKWILA, WA Short Span Crimp 30K2801170 J27 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 BC 0.5550 0.5933 0.3554 1.2664 0.5563 0.1954 0.9834 A32B = 1.9060 x 0.158 Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 488.84 LL 360: 185.98 LL 240: 278.97 Max Bridg TC: 17-4 718 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 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min weld Len 2X: 0.5000 Axial Load 9,185.32 8,992.29 33,204.12 12,408.00 12,904.28 Max Load Filters TC: fa 4,182.75 7,241.34 26,738.70 9,991.95 5,876.27 33,486.75 Maximum K Ur 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 TC OAI yy: 4229.9409.940 5 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 LJRz: 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 NEW MILLENNIUM Fi 1.111_lilNr. 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 10:09:32 AM Mark: J27 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 2-6 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 1 Regd 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 1.3770 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) Jn _ - - 17 3j \\ \\ \\ Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/201410:02:54 AM NEW M 1 L L E N N I U I V1 Location: Joist Description: Mark: HuiLOWG SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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 TC Panel 2-10 3/4 3-1 3/4 LLI 111' 1_I=1:1 1111. ,� ._. uJ l I um J ILLLLI[I LI I' LLL I [I u:i.LLLl.I 1.1,111 IJ111 I I IILLL III LI_I Il_ILfuJ II LLI I I I \ , _. First Half 1-6 1-6 I ' `.l•v,--- 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 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 JJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201410:02:54 AM NEW MILLENNIUM Location: Joist Description: Mark: c11.111_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J29 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 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: 360: 473.22 ILL 212.94 LL 240: Max Brid TC: 319.41 117-61/8 Max BridgBC: 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 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X:: 0 5000 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 Ur 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 OAL/ Ryy: 40066..545545 7 F'e 219,154.95 89,460.93 179,543.11 75,541.88 183,916.97 Cm 0.9883 0.9511 0.9111 0.9371 0.9848 BC Stress: 0.96 Panel Point Moment 2638.55 2638.55 0.00 3154.34 3154.34 Bc L/Rz: Mid Panel Moment 1901.20 1201.93 0.00 1439.37 2262.06 144.1009 Panel Point fb 1916.13 8009.18 0.00 9574.82 2290.69 TC Shear Stress: 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.111_OI NI: 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 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: 814120141:11:57 PM NEW MILLENNIUM Location: Joist Description: Mark: ai.u1_n1nrr, SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J3 Geometry Base Length: 23-6 314 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 T First Half 1-1 1-1 \ � 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: Max Panel BC: Reaction LE' 24.00 148.00 14, 035.02 I Reaction RE' 13, 746.71 Minimum Shear 1,008.76 Max TC Comp • 16, 854.48 Max BC Tension 17, 565.29 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 3-93/8 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 G7 NEW MILLENNIUM 131.111.c,INr SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 Date Run: 8/4120141:11:57 PM Mark: J3 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 ILL 360: 222.71 ILL 240: 334.07 Max Bridg TC: 14-1 7/8 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 20.38 23.00 24.00 23.00 20.38 Bending Load 280.00 0.00 0.00 0.00 280.00 Axial Load 7,200.69 6,917.51 16, 854.48 6,207.77 6,541.63 fa 10,101.98 9,704.71 23,645.45 8,709.00 9,177.37 Maximum K Ur 72.85 82.23 51.48 82.23 72.85 Fcr 33,770.05 30, 384.37 40, 951.73 30, 384.37 33, 770.05 Fa 20, 262.03 18, 230.62 24, 571.04 18,230.62 20, 262.03 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 Panel Point Moment 1034.69 1070.16 0.00 1108.34 1108.34 Mid Panel Moment 547.65 490.50 0.00 463.39 706.84 Panel Point fb 7082.60 7325.39 0.00 7586.80 7586.80 Mid Panel fb 1551.08 1389.21 0.00 1312.43 2001.96 Fillers 0 0 6 0 0 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 Max Bridg BC: 11-0 3/4 Gap Between Chords: 1.1250 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 17,689.38 Max Load no Fillers TC: 12,564.67 TC OAURyy: 252.3214 BC Stress: 0.98 BC L/Rz: 187.8669 TC Shear Stress: 13,653.92 BC Shear Stress: 16,487.20 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 ymmetncai Jois NEW MILLENNIUM F11.111.r71Nr 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 0-3 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 U80 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 Date Run: 8/4/2014 1:11:57 PM Mark: J3 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 NEW MILLENNIUM Location: TUKWILA, WA H1.111_I'71Nr SVSTFMS Geomet Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 8/4/2014 11:16:54 AM Mark: J30 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 1Shape: Parallel Chords Variable Left End Right End 'Tr' I I I I I IT' 1 14 111 I_I 1111111LI I I I LI 11 11 \ rri-u-surifrri 11.11111 I I I_I-LI_ a i11-111.1.1-i1_I_I_il Ill -1 I I,I. ' BC Panel 3-1 3/4 2-5 7/8 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 16-10 5/8 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 Summa Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 2,802.14 Reaction RE: 2,809.72 Minimum Shear. 702.43 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 2-53/4 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 4-10 3/4 W5 1,095.89 10,068.69 9,091.75 1,132.16 383.14 1,312.84 28.41 6-103/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,096.53 15.20 STRESS ANALYSIS - PAGE 2 _ Job Number. Name: 5814-0005 'Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:16:54 AM NEW MILLENNIUM Location: Joist Description: Mark: FlLIIL.CIING SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J30 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 K: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 64.23 LL 360: 529.17 LL 240: 793.75 Max Bridg TC: Max Bridg BC: 14-2 3/8 121-0 318 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 0.0..500000 5 Len 2X 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 BC L/Rz: 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 * 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: 81412014 11:16:54AM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Mark: 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 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:15:43 AM NEW MILLENNIUM Location: Joist Description: Mark: 91.II1.nING SV STEMS TUKWILA, WA Short Span Crimp 16KA280/170 J31 Geometry Base Length: 18-4 3/4 Working Length: 18-0 3/4 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 1-6 I I-II_I[__I IIJII1=11ILII I.111-LI�Ilf=E ITI1., 1111,1.1_IJ1]1.:1:1;1 III:-I1-II 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 Loads Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 18-4 3/4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 18-4 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 9-2 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 18-4 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 18-4 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 3,014.86 Reaction RE: 3,021.81 Minimum Shear: 755.45 Max TC Comp.: 11,423.25 Max BC Tension 10,727.90 Member TC Tension TC Compresion 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 V1S 1,600.51 7,135.81 0.00 0.00 271.09 1,356.70 17.18 2-5 3/4 W3 1,600.51 7,135.81 7,902.84 1,045.42 394.72 3,247.38 25.92 3-1 3/4 W4 1,430.15 11,066.71 7,902.84 1,045.42 4,361.79 525.77 28.41 4-10 3/4 W5 1,304.47 11,423.25 10,727.90 1,350.75 368.78 3,107.48 28.41 6-10 3/4 W6 1,304.47 11,423.25 10,727.90 1,350.75 2,060.84 1,411.94 28.41 8-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,103.48 15.20 STRESS ANALYSIS - PAGE 2 G,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:15:43 AM NEW MILLENNIUM Location: Joist Description: Mark: ai.u1_nwr 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 K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: U.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 Bending Load 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 Ur 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 22,460.39 205..1958 1958 Tc : 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 TCShearStress: Mid Panel fb 1470.58 3203.51 0.00 2102.94 427.67 11,905.86 Fillers 0 1 6 0 0 BC Shear Stress: 13,589.62 Panel Point Stress 6,344.23 28,030.92 19,160.11 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 NEW MILLENNIUM 111.111_fllNfi 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: 8/4/201411:15:43 AM Mark: J31 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 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: p1.1u_nINr SYSTEMS TUKWNILA, WA Short Span Crimp 16KA280/170 J32 Geometry Base Length: Working Length: 19-11 119-7 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 III:I I I:I:I CI:(_I:LIJTCG=1.111:II_I1_I_f_I:11_1LU Cf_I_I:1_I-1_11111:I1I_CCL1.1:11Il._I_\J_I_G_ 11:1111_1,111:11-11111:111:1 TC Panel 2-5 3/4 3-0 1/4 "°� / First Half 1-9 0-0 �,�" lam. N �%/= 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: Max Panel BC: Reaction LE: 24.00 48.00 13,228.85 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 V1S 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 4-10 3/4 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 1,112.50 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: R1.111_nlNr. SVSTF_Ms. 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 Axial and Bending Analysis . K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 64.23 LL 360: 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 Ur 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: 078 Panel Point Moment 1801.94 1801.94 0.00 1397.80 1397.80 BC L/Rz: 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: Run: 5814-0005 INTERURBAN OFFICES - SHOPORDERS 1Date 8/4/2014 11:15:15 AM Mark: J32 Location: I Joist Description: TUKWILA, WA 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 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 U80 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 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.sa- - __.�_s - -a.__ Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 1Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:55 AM NEW MILLENNIUM Location: Joist Description: Mark: R1111_f11Nf: SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J34 Geometry _ Base Length: 22-11 114 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 I1.1:11 I I I 1 [1=1 IIF111.IJ IIJ1A IJ.11 I.[ 1:11LL11.1.11] T III 111.11-1111 1 I I TC Panel 2-5 3/4 2-0 1/2 -II:I LI �\ �\\\` 11,1111[I [11 � RI 1.1.11_1) I Lf.I } '�\ �- First Half 1-9 0-0 -_, \ I // I,- `, 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: 8/4/201411:13:55 AM NEW MILLENNIUM Location: Joist Description: Mark: gl.11l_nini i SYSTEMS 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: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 74.72 LL 360: 241.70 LL 240. Max Bridg TC: 362.56 114-2 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.• 00 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 O 24.5URyy: 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 URz: 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 FlI.111_f.11NC. SVSTF1,15 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 11:13:55 AM Mark: J34 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 G7 NEW MILLENNIUM R1.111-(71Nf: SVGTFMS Geometry Base Length: 24-5 1 /2 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:30 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Mark: J35 Working Length: 24-1 1/2 Joist Depth: 16.00 lEffective Depth: BC Panel Length: 15.11 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 First Half 1-9 0-0 First Diag. 4-10 3/4 3-6 3/4 Depth 16.00 16.00 1,11111111111.1_11c1.11,1:11:11 :1:1-111:111.111,11J, -II:LI;I!J i l LI_II11 I LI 111111111111111111111 111 ITT11 Loads Load Type Category Load1 Load2 Position Direction Uniform (plf) DL (1) 110.00 110.00 TC Loc/Begin 0-0 Sp/End 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: Max Panel BC: 24.00 48.00 Reaction LE: 3,867.08 Reaction RE: Minimum Shear: 3,872.29 968.07 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 V1S 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 V2 Position Interior Max Tension Max Comp. Length 280.00 1,139.90 15.11 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:13:30 AM NEW MILLENNIUM Location: Joist Description: Mark: c11.iu_nwr.. sysTEM8 TUKWILA, WA Short Span Crimp 16KA280/170 J35 J Chord Properties Chord _____ Area Rx Rz Ryy Y Ix Q Material 1 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: 81.30 LL 360: 216.32 LL 240: 324.49 Max BridgTC: 1/814-7 Max Brid 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 0i5000n d Len 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 L/r 94.23 98.47 48.37 81.49 69.19 Max Load no Fillers TC: Fcr 26,077.60 24,571.08 41,965.59 30,687.92 35,121.31 14,438.62 Fa 15,646.56 14,742.65 25,179.36 18,412.75 21,072.79 252..9922 9922 TC : F'e 313,282.78 83,794.45 122,345.71 122,345.72 145,280.48 0.9915 0.9312 0.8690 0.9300 0.9804 0, stress: BCm 0.94 Panel Point Moment 1822.70 1822.70 0.00 1881.67 1881.67 BC L/Rz: Mid Panel Moment 1388.91 858.25 0.00 281.70 3902.47 179.5064 Panel Point fb 1490.56 10728.40 0.00 11075.46 1538.78 TC Shear Stress: Mid Panel fb 1244.59 2103.44 0.00 690.40 3496.99 12,253.35 Fillers 0 0 6 0 1 BC Shear Stress: 14,209.54 Panel Point Stress 6,841.42 22,254.39 23,926.77 28,210.25 7,246.20 Mid Panel Stress 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.111_ClINC SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:30 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 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 L/120 0.00 Reqd LL Def U120 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+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 G,, Job Number. 5814-0005 Job Name: - - INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:07:14 AM NEW MILLENNIUM Location: Joist Description: Mark: Fil.11l_nlNr 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 3/4 TC Panel 2 5 3/4 2 6 3/4 [[II.J [JIM:IJ I I I 1111:1 I I I[ I[I 7 ' I I I I rI CI LI I I,(I LJ I I maw aIJ I Hi I L1111r_[1 [ I1-11-1 rJ ftI II 1 ITI 1.1 I LI lit / . �, First Half 1-9 2-0 \: . ! ,.i ��:�:. 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: Reaction LE: 48.00 14,077.70 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 V1S 1,108.41 9,407.61 0.00 0.00 271.59 1,405.05 17.06 2-5 3/4 W3 1,108.41 9,407.61 11,955.24 1,652.10 669.25 5,151.01 25.85 3-1 3/4 W4 2,159.22 16,410.71 11,955.24 1,652.10 4,484.84 559.36 28.34 4-10 3/4 W5 2,159.22 16,410.71 18,357.29 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 0 Job Number'Job 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:07:14 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ni_nwc SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J36 Chord Properties Chord Area Rx Rz Ryy Y lx 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: 88.80 LL 360: 240: 197.17 ILL 295.75 Max Bridg TC: 14-9 314 Max Bridg BC: 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 Bending Load 280.00 280.00 0.00 280.00 280.00 0.0..500000 5 Len 2x 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 L/r 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 15,746.29 262..9166 9166 TC : 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 L/Rz: 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 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 ( INTERURBAN OFFICES - SHOPORDERS NEW M 1 L L E N N I U M Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA280/170 RIIII_f.71 Nf: SVSTFMS TCX Desitin 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 L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 1 Regd 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 11:07:14 AM Mark: J36 NEW MILLENNIUM nuit_(11NG SYSTEMS. Geomet STRESS ANALYSIS - PAGE 1 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:08:19 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 301(280/170 Mark: J38 Base Length: ' 28-9 3/4 Working Length: 28-5 3/4 Joist Depth: 30.00 Effective Depth: 29.20 BC Panel Length: 6 @ 4-0 Shape: Parallel Chords Variable Left End Right End 1mI.LI 11 11111_I_I-Iu1.1111-11111IILLI 110.00 -1;I.1-1;11.1�I •I I11 Iala1111e11111I 1=;111Jil;l:Ivla1 + 11.11:111 I I I.I[I 1111 I:I \ r \` BC Panel 3-1 3/4 2-11 TC Panel 2-5 3/4 2-5 First Half 1-9 1-0 First Diag. 4-10 3/4 3-11 15.00 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 Summa Int. Panel TC: 24.00 Max Panel. BC: 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 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 2-5 3/4 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: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:19 AM NEW IN{ I L L E N N I U M Location: Joist Description: Mark: FI.III_MINII . V.5TFMS. TUKWILA, WA Short Span Crimp 30K2801170 J38 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 K: 1.00 Fy: 50,000.00 Fb: 30,000.00 Mom of Inertia: 236.77 LL 360: LL 240: 382.96 1574.43 Max Bridg TC: 14-11518 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 27.75 29.00 24.00 18.00 27.00 1.1250 BendingLoad 280.00 280.00 0.00 0.00 280.00 Min Weld Len 2X 0 5000 Axial Load 6,540.63 6,379.48 14,014.51 6,132.64 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 Ur 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 RI.III_f]INC SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:08:19 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K280/170 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 2-9 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 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) • \ 11 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 Mark: J38 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014.11:08:41 AM 1 NEW MILLENNIUM Location: Joist Description: Mark: R1.111_rllNfi SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J39 Geometry _ Base Length: 30-1 1/2 _ _ Working Length: 29-91/2 Joist Depth: Depth: 30.00 1Effective 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 HMII-111111111[11111J TC Panel 2-5 3/4 2-7 3/4 \ I 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 Int. Panel TC: 24.00 Summary 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:08:41 AM NEW MILLENNIUM Location: Joist Description: Mark: HLIILLIWG SVSYFMS TUKWILA, WA Short Span Crimp 30K2801170 J39 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 I 1.00 Fy: 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 Gap Between Chords: 24.00 31.00 29.75 1.1250 Length 27.75 29.00 Bending Load 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X: 0.5000 Axial Load 6,744.25 6,582.96 15,113.99 6,692.78 6,843.85 Max Load Fillers TC: fa 4,190.02 10,044.19 23,060.71 10,211.75 4,251.90 16,025.28 Maximum K Ur 103.78 108.45 53.74 69.41 111.26 Max Load no Fillers TC: Fcr 22,729.72 21,145.73 40,348.42 35,058.07 20,217.92 11,000.07 Fa 13,637.83 12,687.44 24,209.05 21,034.84 12,130.75 Tco8URyy: 330.8717 99,108.91 59,403.46 273,959.22 F'e 314,871.91 67,879.59 Cm 0.9933 0.9260 0.8441 0.9140 0.9922 BC Stress: 0.78 Panel Point Moment 1807.64 1807.64 0.00 2096.83 2096.83 BCURz: Mid Panel Moment 1393.93 863.58 0.00 1003.80 1595.68 187.8669 Panel Point fb 1523.32 14036.87 0.00 16282.47 1767.02 TC Shear Stress: Mid Panel fb 1380.96 2781.55 0.00 3233.19 1580.84 16,057.67 Fillers 0 0 8 1 0 BC Shear Stress: 17,750.60 Panel Point Stress 5,713.33 24,081.06 23,060.71 26,494.21 6,018.91 Mid Panel Stress 0.3490 0.8935 0.9526 0.6088 0.3984 Web Design 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 * Symmetrical Joist NEW NIILLENNIUM R1.111_f.HNC 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: 8/41201411:08:41 AM Mark: J39 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 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 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: ei.u1_owr. SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J4 Geometry Base Length: 17-91/2 Working Length: 17-51/2 Joist Depth: 14.00 Effective Depth: 12.91 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-2 3/4 2-2 3/4 I.I fl.I:f-I-I-LLLI_l-I-I.J_LLLLLIILI:LL(TIJ(LLLLLLI:III-LLLLIT[1LLLLLLLI,iI-LLLI:LLI:I:LI:I:I-LLI-LI-LI-LI-LLLLLLLLf 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 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: 20.00 Max Panel BC: 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 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/201410:42:51 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: nimi_nie.'r.. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J4 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 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 Fy: Y 50,000.00 1Fb: 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 9 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 Load 292.00 0.00 0.00 0.00 292.00 01n 5 00d Len 2x MBending 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 L/r 35.92 48.71 48.71 48.71 35.92 Max Load no Fillers TC: Fcr 45,497.97 42,036.82 42,036.82 42,036.82 45,497.97 34,881.05 Fa 27,298.78 25,222.09 25,222.09 25,222.09 27,298.78 180..2197 2197 TC : F'e 623,622.19 339,192.03 339,192.03 339,192.03 623,622.19 Cm 0.9964 0.9937 0.9738 0.9937 0.9964 BC Stress: 1.00 Panel Point Moment 6987.24 7348.13 6518.52 7348.13 6987.24 BC L/Rz: Mid Panel Moment 5985.45 5930.67 5500.00 5930.67 5985.45 71.5052 Panel Point fb 14255.29 14991.57 13299.00 14991.57 14255.29 TC Shear Stress: Mid Panel fb 5118.56 5071.71 4703.42 5071.71 5118.56 8,607.30 Fillers 0 0 0 0 0 BC Shear Stress: 19,201.50 Panel Point Stress 18,702.87 19,266.02 26,549.08 19,266.02 18,702.87 Mid Panel Stress 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 NEW MILLENNIUM R1.111_[IINI: _ .STEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 10:42:51 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: J4 f 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 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+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 41 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:08:59 AM NEW M 1 L L EN N I U M Location: Joist Description: Mark: RIIII_f-IIIJr SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J40 Geometry Base Length: 1_51/2 Working Length: 31-1 1/2 Joist Depth: Depth: 30.00 1Effective 29.11 BC Panel Length: 6 @ 4-0 _ Shape Parallel Chords 1 Variable Left End Right End BC Panel 3-1 3/4 4-6 3/4 I I I I I 11! 1111111 Ijl;.l _I I I I I I: ti I I i l o :1111 i f 1J 1 I[1 -1:_I;1:111 I I I L I I l i 1111:f J I T1 I I I 1111 111:11;1;1 JJI 11 111 11 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: 48.00 Reaction LE: 4,849.44 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 Distil W2 1,566.87 6,958.17 0.00 0.00 7,167.67 958.28 46.10 0-2 V1S 1,619.51 6,796.52 0.00 0.00 248.79 1,274.86 30.19 2-5 3/4 W3 1,619.51 6,796.52 7,691.89 1,080.67 623.62 4,674.59 35.89 3-1 3/4 W4 1,652.05 12,899.72 7,691.89 1,080.67 4,112.01 535.27 37.73 4-10 3/4 W5 1,652.05 12,899.72 13,508.67 1,865.59 426.41 3,302.60 37.73 6-10 3/4 W6 2,009.87 15,431.25 13,508.67 1,865.59 2,576.80 317.54 37.73 8-10 3/4 W7 2,009.87 15,431.25 15,383.01 2,084.90 211.79 1,767.39 37.73 10-10 3/4 W8 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 J ' STRESS ANALYSIS - PAGE 2 '_ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201411:08:59 AM NEW MILLENNIUM Location: Joist Description: Mark: ra1.n1_owr.. 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 A266 = 1.6560 x 0.142 BC 0.2981 0.4274 0.2555 1.0563 0.4034 0.0545 0.9962 A186 = 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: 16-6 718 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 MWel 0r5000d Len 2x: Axial Load 6,958.17 6,796.52 16,150.28 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 31 319..34753475: 90,229.30 131,741.05 49,890.10 168,872.03 F'e 312,511.25 Cm 0.9939 0.9563 0.9046 0.8999 0.9853 BC Stress: 0.86 Panel Point Moment 1830.19 1830.19 0.00 3457.75 3457.75 BC URz: Mid Panel Moment 1386.41 855.61 0.00 1627.77 2542.04 187.8669 Panel Point fb 1466.39 9369.90 0.00 17702.41 2770.44 TC Shear Stress: Mid Panel fb 1159.90 1828.57 0.00 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 RI.11l_I:IINr 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 11:08:59 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 STRESS ANALYSIS - PAGE 1 „ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 11:09:18 AM NEW MILLENNIUM Location: Joist Description: Mark: ALIILOIN❑ SVST6MS TUKWILA, WA Short Span Crimp 30K280/170 J42 Geometry 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 BC Panel 3-1 3/4 3-4 3/4 I I:I:I:I:111:I:IT-I:I.Ill:I:I:II:I:I:L:I:I:I:LIl:1TLl=lull=LllT IaI:II:LI:Iu:G:I:I:I:LI I-I-I:I]:LI:III,IalThlylala.Ccul.,la:I J:u 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 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 Summary Int. Panel M. 24.00 Max Panel BC' 48.00 Reaction LE: 5,246.81 Reaction RE' 5,250.49 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 2-5 3/4 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 ' Symmetrical Joist 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: 8/41201411:09:18 AM NEW MILLENNIUM Location: Joist Description: Mark: Fil_IILnING SVSTFMS TUKWILA, WA Short Span Crimp 30K280/170 J42 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 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 RE Gap Between Chords: Length 27.75 29.00 24.00 32.00 30.75 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 Oin Weld Len 2X: 00 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 Ur 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 13,504.60 356..1116 1116 TC : F'e 313,282.78 83,794.45 122,345.71 68,819.47 255,136.30 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 BCURz: Mid Panel Moment 1388.91 858.25 0.00 1070.61 1696.37 179.5064 Panel Point fb 1490.56 10728.40 0.00 13333.62 1852.52 TC Shear Stress: Mid Panel fb 1244.59 2103.44 0.00 2623.90 1520.11 15,771.22 Fillers 0 0 8 0 0 BC Shear Stress: 18,223.10 Panel Point Stress 5,761.19 20,039.45 23,755.07 23,124.99 6,348.51 Mid Panel Stress 0.3106 0.7042 0.9434 0.8695 0.3791 Web Design Member Web Tension Allow Tension Web Comp Allow Comp Weld Qty Material W2 7,796.83 8,126.46 1,052.49 3,041.75 4.45 x 0.118 1 C18BB = 1.125 x 1.035 x .118 W3 696.98 14,453.10 5,172.41 6,506.67 2.32 x 0.150 1 C28BB = 1.125 x 1.344 x .150 W4 4,635.26 4,826.79 612.38 962.65 4.05 x 0.077 1 C10AB = 1.125 x 0.756 x .077 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 FlI.111_0INf SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:09:18 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K280/170 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 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 1.1160 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 0 Job Number 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2 01411:09:34 AM NEW MILLENNIUM Location: Joist Description: Mark: 6IJILOINn SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J43 Geometry Base Length: 35-9 3/4 Working Length: 35-5 3/4 Joist Depth: 30.00_ _ _ Effective Depth: 29.05 BC Panel Length: 7 @ 4-0 _ Shape: Parallel Chords _ Variable Left End Right End _ BC Panel 3-1 3/4 4-11 L I:I 11:111:1:L1 lau I_I 1.1.1.LL11-L 171.11:1.111 Ia.I:I l_IJ:l_I_l, 1 I I:LI 1111 11:I uj 111.111.1.1 L1 111 1,111.1.11 11 I 1:111 Oil I TC Panel 2-5 3/4 3-6 / ��" First Half 1-9 2-0 •.\ ., 1/ . First Diag. 4-10 3/4 6-11 ,i.i Depth 30.00 30.00 Loads Load Type Category Loadi 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 35-9 3/4 Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 5,460.04 Reaction RE: 5,463.56 Minimum Shear. 1,365.89 Max TC Comp.: 20,097.17 Max BC Tension 1 19,867.41 Member TC Tension TC Compresion BC Tension BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 W2 1,346.97 7,634.09 0.00 0.00 8,144.58 1,104.44 46.07 0-2 V1S 1,399.72 7,472.11 0.00 0.00 248.83 1,296.05 30.13 2-53/4 W3 1,399.72 7,472.11 8,898.20 1,261.47 736.88 5,442.61 35.85 3-1 3/4 W4 2,028.81 15,169.48 8,898.20 1,261.47 4,919.33 654.32 37.68 4-10 3/4 W5 2,028.81 15,169.48 16,483.72 2,306.04 545.36 4,119.86 37.68 6-10 3/4 W6 2,513.87 18,455.35 16,483.72 2,306.04 3,393.47 436.40 37.68 8-10 3/4 W7 2,513.87 18,455.35 19,205.20 2,652.30 327.44 2,594.01 37.68 10-10 3/4 W8 2,721.33 20,097.17 19,205.20 2,652.30 1,867.62 241.61 37.68 12-10 3/4 W9 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: 8/4/201411:09:34 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: e�.ui_rnr.,r.. SYSTEMS TUKWILA, WA lShortSpan 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: Fb: 50,000.00 130,000.00 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 MWeld 015 00 Len 2X.• Axial Load 7,634.09 7,472.11 20,097.17 10,094.02 10,585.30 Max Load Fillers TC: fa 4,000.26 7,830.76 21,061.80 10,578.51 5,546.69 25,013.30 Maximum K Ur 86.34 90.23 44.51 76.04 62.23 Max Load no Fillers TC: Fcr 28,989.99 27,570.29 43,257.25 32,761.98 37,671.03 19,231.63 Fa 17,393.99 16,542.18 25,954.35 19,657.19 22,602.62 354..5138 Tc 5.138 : 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 BC URz: Mid Panel Moment 1383.28 852.28 0.00 1795.13 2860.63 .171.6124 Panel Pointfb 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 RI .111_fll Nf: SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES-SHOPORDERS Date Run: 8/4/2014 11:09:34 AM Joist Description: Mark: Short Span Crimp 301(280/170 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 1 280.00 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 1.2785 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) 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:10:03 AM NEW MILLENNIUM Location: Joist Description: Mark: A1.111_OING SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J44 Geometry Base Length: 37-3 3/4 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 leI-I-1-I®I:�I_I_I:ImI I-Iml_L11hlJml_I�I;LI-IILl"II:I:I]_I:I�I.l1_11117_I_ �I:LI_IJI_L1.1_II-IJ_I=1._I_l1,111:1:1,I_I.I-1-11i1IhI_I[I�I 111:11=1.111. TC Panel 2-5 3/4 2-2 i i i First Half 1-9 2-0 I First Diag. 4-10 3/4 4-5 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 37-3 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 Summary 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 2-5 3/4 W3 1,326.27 7,697.41 9,301.10 1,321.97 775.54 5,703.71 35.86 3-1 3/4 W4 1,764.38 13,394.13 9,301.10 1,321.97 5,376.50 721.05 37.70 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 37.7010-103/4 W8 2,840.63 20,593.83 19,150.69 2,675.58 2,336.07 285.36 37.70 12-10 3/4 W9 2,840.63 20,593.83 21,301.80 2,936.33 251.74 1,839.28 37.70 14-10 3/4 W10 2,962.70 21,680.11 21,301.80 2,936.33 1,839.28 251.74 37.70 16-10 3/4 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,158.76 29.07 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:10:03 AM NEW MILLENNIUM Location: Joist Description: Mark: euut_nwr.. s..•rFMs TUKWILA, WA Short Span Crimp 30K2801170 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: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 329.84 LL 360: 243.69 LL 240: 365.53 Max BridgTC: 16-2 7/8 Max BridgBC: 17-71/4 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 27.00 24.00 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 015000d Len 2x 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 Ur 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 BC L/Rz: 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 Fi l.11t_OINf SYSTFMS 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: 814/2014 11:10:03 AM Mark: 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 0120 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: 8/4/201411:11:59 AM NEW MILLENNIUM Location: Joist Description: Mark: ALIILOING SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 J46 Geometry Base Length: 37-5112 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 1.1.11 11:11.1:1 11116111.11-111=111-11-1 IJJ_IIL1=pl:11111 1 111:111.CI:L 1:11:_111 LI:I. 1h..1_1_111.11:1_1 TC Panel 2-5 3/4 2-3 3/4 -Ill .1 _LII -1.11-111 i / . \ First Half 1-9 1-6.i, 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: 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.: 21,835.37 Max BC Tension l 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 2-5 3/4 W3 1,319.01 7,719.71 9,340.96 1,327.94 779.32 5,728.90 35.86 3-1 3/4 W4 1,772.89 13,444.51 9,340.96 1,327.94 5,350.03 717.08 37.70 4-10 3/4 W5 1,772.89 13,444.51 15,224.02 2,148.49 608.16 4,553.78 37.70 6-10 3/4 W6 2,454.75 17,895.68 15,224.02 2,148.49 3,827.62 499.23 37.70 8-10 3/4 W7 2,454.75 17,895.68 19,257.96 2,691.67 390.31 3,031.37 37.70 10-10 3/4 W8 2,859.25 20,704.09 19,257.96 2,691.67 2,305.22 281.39 37.70 12-10 3/4 W9 2,859.25 20,704.09 21,442.78 2,957.48 252.74 1,845.90 37.70 14-10 3/4 W10 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:59 AM NEW MILLENNIUM Location: Joist Description: Mark: BIJu_nIN❑ SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 J46 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: 240.83 LL 240: 361.24 Max Bridg TC: l 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 Min Weld Len 2X.• 0.5000 Axial Load 7,881.56 7,719.71 21,835.37 7,579.56 7,748.81 Max Load Fillers TC: fa 4,341.50 8,963.90 25,354.59 8,801.17 4,268.38 22,261.66 Maximum K 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 OAL/Ryy: 38 380..90859085 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 BC L/Rz: 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 R1_111 -MING 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: 8/4/201411:11:59 AM Mark: J46 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 2-7 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 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 '' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:13:09 AM NEW MILLENNIUM Location: Joist Description: Mark: Ruii_ninir. Sv.STEMS TUKWILA, WA Short Span Crimp 30K2801170 J48 Geometry Base Length: 37-51/2 Working Length: 37-1 112 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 TC Panel 2-5 3/4 2-3 3/4 \ / First Half 1-9 1 6 First Diag. 4-10 3/4 4-6 3/4 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 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 Summary 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:13:09 AM NEW /MILLENNIUM Location: Joist Description: Mark: Aimt_^iNr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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 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: 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 Min Weld Len 2)C0.5000 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 Tco9L/Ryy: 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 URz: 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 TC Shear Stress: 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 0.9894 0.4531 0.4777 Web Design Member Web Tension Allow Tension Web Comp I 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 Rl.11l_f.11Nr. SVSTEMS. TCX Desictn 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 11:13:09 AM 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 0 Job Number: 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:33:00 AM NEW MILLENNIUM Location: Joist Description: Mark: nu.iia_nin'r.. TFMS TUKWILA, WA Short Span Crimp 281(280/170 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 r Variable Left End Right End BC Panel 2-11 3/8 3-1 3/8 I Il i i i I.I 1 1 1 111111 L1111,11:1d1 L:1_I_Ip_1J.11 l;L1111.111111111:1I1I I I1.1J_I[1.111 111:11111111 I I I I 11111 111 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 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 1 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 2-23/8 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 1 V2 Interior 280.00 1,164.84 27.021 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:33:00 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_niNc. SYSTFl.AS TUKWILA, WA Short Span Crimp 28K280/170 J49 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: Fy: 1.00 50,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 235.84 LL 240: 353.76 Max Bridg TC: 16-4 718 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 Min Weld Len 2X. 0.5000 Axial 7,889.19 Load 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 TC OAL/Ryy 367..00400040: 36 F'e 403,418.25 114,148.45 144,469.14 106,140.58 372,248.28 Cm 0.9949 0.9646 0.8882 0.9605 0.9942 BC Stress: 0.97 Panel Point Moment 1529.59 1529.59 0.00 1663.87 1663.87 BC L/Rz: 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 NEW MILLENNIUM FLuLr11Nr. SYSTFI.A 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 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) { 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: 8/4/201411:33:00 AM Mark: J49 STRESS ANALYSIS - PAGE 1 ,,,� Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:33:35 AM NEW MILLENNIUM Location: Joist Description: Mark: euni_mnir.. SYSTEMS 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 IJ:11 I111II1.111 111=1 I_I11LLI1LIII l III-S I 1 I: 1 TC Panel 2-2 3/8 2-3 3/8 1111.11:I:IJ:1II_LI11111 - \ I I1;I;Iala1:11LftaU I I I1:11:1:1:11=III._I=1 f_IWI i 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 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.: Max BC Tension 32,039.06 127,893.00 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 V1S 2,415.31 10,034.43 0.00 0.00 2,439.07 3,114.86 28.38 2-2 3/8 W3 2,415.31 10,034.43 10,788.51 2,082.40 2,217.04 7,163.99 32.38 2-11 3/8 W4 3,018.74 17,930.39 10,788.51 2,082.40 7,202.14 2,469.18 36.06 4-5 3/8 W5 3,018.74 17,930.39 18,435.83 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 12-53/8 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: 8/4/2014 11:33:35 AM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J49A 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 1Fy: 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 TC 342..28272827 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 BCL/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 STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS NEW MILLENNIUM Location: TUKWILA, WA R1.111_f'IINr. SYSTEMS TCX Design Joist Description: Short Span Crimp 281(280/170 Date Run: 8/4/2014 11:33:35 AM 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/11201410:42:58 AM NEW MILLENNIUM Location: Joist Description: Mark: RI iii_OwG SYSTEMS TUKWILA, WA Short Span Round 14K280/170 J5 Geometry Base Length: 17-91/2 Working Length: 17-51/2 Joist Depth: 14.00 Effective Depth: 13.21 _ BC Panel Length:Shape: 8 @ 1-8 Parallel Chords r 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 J 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. 1 W2 638.72 4,726.69 0.00 0.00 5,873.35 723.96 28.05 0-2 V 1 S 592.67 4,419.70 0.00 0.00 427.39 1,183.73 16.57 1-4 3/4 W3 592.67 4,419.70 6,022.48 804.70 351.22 2,861.10 16.57 2-2 3/4 W4 963.71 7,271.89 6,022.48 804.70 2,275.74 263.41 16.57 3-0 3/4 W5 963.71 7,271.89 8,521.30 1,122.73 263.41 2,213.02 16.57 3-10 3/4 W6 1,228.74 9,417.35 8,521.30 1,122.73 1,627.66 175.61 16.57 4-8 3/4 W7 1,228.74 9,417.35 10,313.39 1,334.75 175.61 1,573.90 16.57 5-6 3/4 W8 1,387.76 10,856.07 10,313.39 1,334.75 988.54 114.97 16.57 6-4 3/4 W9 1,387.76 10,856.07 11,398.74 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: 8/1/201410:42:58 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nING 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: Fb: 50,000.00 130,000.00 Mom of Inertia: 45.39 LL 360: 318.67 LL 240: 478.00 Max Bridg TC: 10-0 3/4 Max Bridg BC: 15-1 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 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 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 TC OAURyy 269..72087208: 26 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 BCURz: 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 W2 5,873.35 6,776.60 723.96 2,044.47 2.23 x 0.177 1 R056 = round 9/16 V1S 427.39 7,529.55 1,183.73 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W3 351.22 7,529.55 2,861.10 3,604.95 2.00 x 0.177 1 R056 = round 9/16 W4 2,275.74 5,947.89 263.41 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_III Nf: 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: 8/1/2014 10:42:58 AM Mark: J5 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 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 ', Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:07 AM NEW MILLENNIUM Location: Joist Description: Mark: A1.iu_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 J51 Geometry Base Length: 37-0 314 Working Length: 36-8 3/4 Joist Depth: Depth: 28.00 'Effective 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 I_fIl to i.i,i=i_.i ia_rIH-.I I,rri.IJIJ.rifrIJJ IJLL1ltll.1,1(IMrL IJI I.1,i ri..i 111,1 i ia=iti;I lLi tri: TC Panel 2-2 3/8 2-3 3/8 ,1 LIJILIrr1r1,1 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: Max Panel BC: LE: 24.00 48.00 1Reaction 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 12-53/8 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 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:07 AM NEW IN1 I L L E N N I U M Location: Joist Description: Mark: R1.111_fllNr.. SVSTEMC TUKWILA, WA Short Span Crimp 281(280/170 J51 Chord Properties Chord __ Area Rx Rz Ryy Y Ix Q Material i 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 Min 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 Bc L/Rz: 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 NEW IV{ILLENNIUM R1.111_IIINr sys-rEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:35:07 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K280/170 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 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 1 Regd 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:39 AM NEW MILLENNIUM Location: Joist Description: I Mark: AIJILnINr, SVHTEMS TUKWILA, WA Short Span Crimp 28K280/170 1J52 Geometry _ Base Length: 37-0 314 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 i.I_L [Ill (I- ICII_LI I I Ill _Il l Lai -111T! II,I17:1 hI=LI _I 11 111 -ILL 1J 1,1 11:1.111,11 1.11.11.1 I l l-LLIIIII I f7-1 I f 11 1.1_1 11:11 I CI 1 TC Panel 2-2 3/8 2-3 3/8 %• r , \\ - - First Half 1-6 1-6 / l_- I, I / 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 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 10-53/8 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:35:39 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III..OINr: SYSTf?MS TUKWILA, WA Short Span Crimp 28K280/170 J52 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: 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 Wel 0/5000d 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 36.0040TC : 367.0040 F'e 403,418.25 114,148.45 144,469.14 106,140.58 372,248.28 Cm 0.9949 0.9646 0.8882 0.9605 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 1711.111_[IINr. SYSTEMS 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 11:35:39 AM Mark: J52 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:12:41 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl.11t_nIN(.: SYSTEMS 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 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. 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 1-93/8 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. Length V2 Interior 300.00 1,132.57 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:12:41 PM NEW M I L LE N N 1 U N1 Location: Joist Description: Mark: Fli.ut_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J53 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 A1813 = 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 Bending Load 260.00 0.00 0.00 0.00 260.00 Mn 0.5000dLen 2x: 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 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 0.9536 0.8404 0.9629 0.9703 BC Stress: 0.90 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC L/Rz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 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 RI.III..OINr. SYSTEMS. TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:12:41 PM Location: TUKWILA, WA 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 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+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+A)(+FEM Case 9b: 1.2(DL)+0.5(LL)+0.8(TL)+SM-AX+FEM STRESS ANALYSIS - PAGE 1 0Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:01 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_f.1INf: SV.STRMS 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 1Shape: Parallel Chords Variable Left End Right End BC Panel 2-8 3/8 2-7 5/8 TC Panel 1-9 3/8 1-9 3/8 7 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: 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:01 PM NEW MILLENNIUM Location: Joist Description: Mark: eLIII_MINr. SYSTFNA TUKWILA, WA Short Span Crimp 16KA260/160 J53A 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: 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 Bending Load 260.00 0.00 0.00 0.00 260.00 Min Weld Len 2X' 0 5000 Axial Load 6,840.18 6,558.61 15,475.64 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 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 0.9536 0.8404 0.9629 0.9703 BC Stress: 0.90 Panel Point Moment 877.70 1015.64 0.00 978.69 837.59 BC L/Rz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 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_r]INf. SYSTEMS TCX Design Job Number.. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:13:01 PM Location: TUKWILA, WA 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 L/120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1288 Section Modulus 0.1288 Reqd SM 0.0130 I Regd 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 Mark: J53A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:13:16 PM NEW IV% 1 L L E N N 1 U M Location: Joist Description: Mark: R1.111_CIINf.. SYSTEMS w TUKWILA, WA Short Span Crimp 16KA260/160 J54 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 1; , 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. 1 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: l 8/4/2014 1:13:16 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.iu_nwr..SVSTRMS TUKWILA, WA Short Span Crimp 16KA260/160 J54 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: 12-91/8 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 Load 260.00 0.00 0.00 0.00 260.00 0/n 5000d Len 2x MBending 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 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 0.9682 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 BC URz: Mid Panel Moment 382.83 486.04 0.00 432.65 402.88 187.8669 Panel Point fb 6815.59 7886.77 0.00 7599.78 6504.17 TC Shear Stress: Mid Panel fb 1233.08 1565.50 0.00 1393.56 1297.67 13,251.96 Fillers 0 0 6 0 0 BC Shear Stress: 14,641.30 Panel Point Stress 16,481.26 17,112.69 23,010.23 16,633.56 15,931.18 Mid Panel Stress 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 G7 NEW MILLENNIUM Rllll_flH'J SYSTEMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 pJob Name: INTERURBAN OFFICES-SHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Date Run: 8/412014 1:13:16 PM 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 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 �,7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/20141:13:29 PM NEW MILLENNIUM Location: Joist Description: Mark: mmt_nwr.. SYSTEMS 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 c� . \ 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 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 * 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: 8/4/20141:13:29 PM NEW MILLENNIUM Location: Joist Description: Mark: RI111_fllNr. SYTF.MS. TUKWILA, WA Short Span Crimp 16KA260/160 J54A Chord Properties r Chord Area Rx Rz Ryy Y Ix Q Material 7 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 Fy:Fb: 1/(1...00 50,000.00 30,000.00 Mom of Inertia:LL [ 72.02 360:LL 221.13 240:Max 331.70 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 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 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 0.9682 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 BC L/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 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 R1.111_1'11Nr SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 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 , 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 0.05 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 Date Run: 8/4/2014 1:13:29 PM Mark: J54A STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:13:43 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.nLnwr SYSTPMS 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 3/8 111 i-1 1 11.LI-1.I_lel=f 111111Ci 11171L1_J111111_11 11111 TC Panel 1-9 3/8 1-9 3/8 11,1,11111.1.111.11111-I-1_I_ILI_I 11[111 I_I_ll_111. . • I_I.111 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: Panel BC: Reaction LE: 24.00 'Max48.00 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 8,341.09 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 2-8 3/8 W4 3,191.90 11,642.09 8,352.72 2,906.61 5,000.50 1,569.62 28.39 3-8 3/8 W5 3,191.90 11,642.09 14,468.40 3,344.18 1,264.29 3,749.90 28.39 5-83/8 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 �,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:13:43 PM NEW MILLENNIUM Location: Joist Description: Mark: Ru.m_nwr. 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 Min weld Len 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 L/r 69.27 82.23 51.48 82.23 69.27 Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,384.37 35,038.84 12,564.67 Fa 21,023.30 18,230.62 24,571.04 18,230.62 21,023.30 Tco5 URyy 250.5110110 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 BC L/Rz: Mid Panel Moment 407.29 506.84 0.00 471.49 605.87 187.8669 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 F1.111_1111Nf: ! VSTEMS 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 1:13:43 PM Mark: J57 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 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 0.1461 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: 8/4/2014 1:14:39 PM NEW NI I L L E N N I U M Location: Joist Description: Mark: RII lt_C7l1Vr. SVSTFMS TUKWILA, WA Short Span Crimp 16KA260/160 J57A 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 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 L1�' 1. 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 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. 1 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: 8/4120141:14:39 PM NEW IV% 1 L L E N N 1 U IV1 Location: Joist Description: Mark: fi I.IILf1INr SY STFMS 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 A286 = 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 GapBetweenChords: 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 0i5000d Len 2X.• Axial Load 8,489.47 8,197.48 23,740.15 8,054.65 8,391.77 Max Load Fillers TC: fa 8,896.95 8,590.94 24,879.64 8,441.26 8,794.57 25,013.30 Maximum K Ur 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 0. Stress: 0.92 Panel Point Moment 877.70 1015.64 0.00 990.30 973.74 BCURz: 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 81.111_011,11: SVSTF_MS 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: 8/4/2014 1:14:39 PM Mark: J57A TCX Left F 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:08 PM NEW MILLENNIUM Location: Joist Description: Mark: Fli.ui_ninir. SVS RNIB 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 ITI:1_1:111_l111:1;J 11,1-I-I:I�I 111:111:111 11.1,IWI,.I:I_f I:1:111;1.1..11111111111111.1_I_I.11.1:1,1111:1:CU=1.1111:111:11111.1 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) 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 (p►f) 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: 48.00 Reaction LE: 3,899.27 Reaction RE: 3,911.66 Minimum Shear. 977.92 Max TC Comp.: Max BC Tension 16,560.03 117,916.97 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. 1 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: 8/4/20141:14:08 PM NEW MILLENNIUM Location: Joist Description: Mark: RIM. niNr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J57B 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 22.00 20.38 1.1250 Bending Load 272.00 0.00 0.00 0.00 272.00 Mn Wel: 015000d Len 2x 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 BC Stress: 1.00 Panel Point Moment 922.64 1061.35 0.00 1025.89 1025.90 Bc L/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 F11.111_OINr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:14:08 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 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 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 0.1461 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 Mark: J57B STRESS ANALYSIS - PAGE 1 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM NEW NI L L E N N 1 U M Location: Joist Description: Mark: 1a1.m_rntir. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160J57C Geometry Base Length: Working Length: 23-4 3/4 123-0 3/4 Joist Depth: 16.00 Effective Depth: l 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 \%• ,,N - - ' - - - N, First Half 1-0 1-0 \ \ � / �� First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads LoadType Category --- __Load 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. Length V2 Interior 2,500.00 3,287.16 14.98 NEW MILLENNIUM Fl1.111_f.11Nf: GV STF_I Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:14:26 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 Mark: J57C 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: Fy: 1.00 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 Length 19.38 23.00 24.00 22.00 20.38 Bending Load 260.00 0.00 0.00 0.00 260.00 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 Maximum K Ur 60.28 71.56 44.51 68.45 63.39 Fcr 38, 332.98 34, 383.66 43,257.25 35,496.49 37,269.47 Fa 22,999.79 20,630.20 25,954.35 21,297.89 22, 361.68 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 Panel Point Moment 877.70 1015.64 0.00 980.63 980.64 Mid Panel Moment 382.83 486.04 0.00 357.23 672.53 Panel Point fb 3874.03 4482.89 0.00 4328.37 4328.37 Mid Panel fb 704.66 894.63 0.00 657.54 1237.91 Fillers 0 0 4 0 0 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 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: 230.4444 BC Stress: 0.92 BC L/Rz: 149.3466 TC Shear Stress: 14,864.21 BC Shear Stress: 14,864.21 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 ymmetrical Joist NEW MILLENNIUM FI.1Il.IIINC: SYSTEMS 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: 8/4/20141:14:26 PM Mark: J57C 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 1/4 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 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 STRESS ANALYSIS - PAGE 1 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:36:49 AM NEW MILLENNIUM Location: Joist Description: Mark: k11111_QINr: SYSTEMS TUKWILA, WA Short Span Round 14K280/170 .i58 Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 Effective Depth: 13.18 BC Panel Length: 10 @ 1-8 Shape: Parallel Chords Variable Left End Right End BC Panel 2-0 1/8 2-2 1/8 TC Panel 1-2 1/8 1-4 1/8 ELLEIJ:.I�_CLL111-1-1:1�1�1�1_ 1.11 -1- 111,11=1. 111.111:1"111,1111.11:1=110.1.1.1.1;1(I:111.1:1;1111I I:I�I:I[-I-CI:I�I ELI_I U 1 �,', 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 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.: 16,985.88 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 2-01/8 W4 1,824.02 10,770.87 7,053.93 961.01 2,908.07 355.85 16.55 2-10 1/8 W5 1,824.02 10,770.87 10,230.03 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 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 / Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/2014 11:36:49 AM NEW MILLENNIUM Location: Joist Description: Mark: Ell.11l_ClINf: SYSTEMS TUKWILA, WA Short Span Round 14K280/170 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: 50.46 LL 360: 218.17 LL 240: 327.25 Max Bridg TC: 10-2 314 Max Bridg BC: 12-9112 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 Mn Wel 0,5000d Len 2X.• Axial Load 7,553.08 7,332.73 16,985.88 7,607.09 7,860.72 Max Load Fillers TC: fa 4,692.52 11,188.17 25,916.81 11,606.80 4,883.65 17,088.70 Maximum K Ur 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 24,381.70 305.33847847 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 URz: 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 RI uIt_f.'IINf.. SYS TFMS 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: 8141201411:36:49 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 L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.00 Reqd LL Def U120 0.00 Section Modulus 1.0094 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:05 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark: ai.nt_nwr. SYSTFMS TUKWILA, WA Short Span Round 14K2801170 J58A Geometry Base Length: 20-101/4 Working Length: 20-61/4 Joist Depth: 14.00 Effective Depth: BC Panel Length: 13.18 110 @ 1-8 Shape: Parallel Chords J Variable Left End Right End _ BC Panel 2-1 1/8 2-1 1/8 -.I: -n' TC Panel 1-31/8 1-3 1/8 111.1,11•1,1-1.111,1[1 1 I 1 I 1-1111:1111"1 IIJ 1:1 fl I IJ 1I f I. u I J I1:LI I.:1) I I LI I. LI LI I 1 I III 11111 11111:1:1(1 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: Minimum Shear. 3,366.82 1841.70 Max TC Comp.: FMax BC Tension 16,986.66 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 4-71/8 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:05 AM NEW IV% I L L E N N 1 U M Location: Joist Description: Mark: Ri.nt_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J58A 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: 12-9 5/8 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 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X: 0 5000 Axial Load 7,697.81 7,470.60 16,986.66 7,470.60 7,697.81 Max Load Fillers TC: fa 4,782.44 11,398.53 25,918.01 11,398.53 4,782.44 17,088.70 Maximum K L/r 49.08 74.79 44.78 74.79 49.08 Max Load no Fillers TC: Fcr 41,779.55 33,132.21 43,025.89 33,132.21 41,779.55 13,159.20 Fa 25,067.73 19,879.33 25,815.53 19,879.33 25,067.73 305..3847 3847 TC : 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 BC Stress: 0.99 Panel Point Moment 759.11 782.80 0.00 782.80 759.11 BC URz: Mid Panel Moment 353.45 395.71 0.00 395.71 353.45 77.7001 Panel Point fb 639.71 6078.70 0.00 6078.70 639.71 TC Shear Stress: Mid Panel fb 297.86 1274.56 0.00 1274.56 297.86 12'285'85 Fillers 0 0 7 0 0 BC Shear Stress: 15,487.93 Panel Point Stress 5,422.14 17,477.23 25,918.01 17,477.23 5,422.14 Mid Panel Stress 0.1054 0.6154 1.0040 0.6154 0.1054 Web Design Member Web Tension Allow Tension Web Comp I 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 R1.111_01Nf. 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: 8/4/2014 9:01:05 AM Mark: J58A 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 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 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: R1.111_OINq SVSTR.MS TUKWILA, WA Short Span Round 14K280/170 J58B Geometry Base Length: 20-101/4 WorkingLength: 20-6/4 Joist Depth: 14.00 Effective Depth: 13.09 BC Panel Length: 10 @ 1-8 g Shape: Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 I I I lJ-I=1 f;Fl I_f.l I l f l 11.1.1 i 17 1 i I I I I I I IIFITITI ITH 1 FFf=FIEI ITEI=f=ITITITI=ILFFFFFFFFFI I ITi f IVI I TC Panel 1-3 1/8 1-3 1/8 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 V1S 2,695.54 8,496.54 0.00 0.00 1,654.83 2,172.42 16.47 1-31/8 W3 2,695.54 8,496.54 7,710.21 1,265.18 1,074.23 4,202.97 16.47 2-1 1/8 W4 1,767.42 12,576.64 7,710.21 1,265.18 3,630.94 1,074.23 16.47 2-11 1/8 W5 1,767.42 12,576.64 11,443.06 2,029.07 982.15 3,515.84 16.47 3-91/8 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 5-5 1/8 W8 3,174.89 18,653.33 14,481.41 2,792.95 2,237.49 874.73 16.47 6-3 1/8 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 8-91/8 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 0 Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:01:12 AM NEW /MILLENNIUM Location: Joist Description: Mark: P1.111_f.I1Nf. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J58B Chord Properties Chord Area Rx Rz Ryy Y Ix Q Material 1 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 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 J 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 304.00 0.00 0.00 0.00 304.00 Min Weld Len 2X' 0.5000 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 Ur 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 Tco7URyy: 273.7497 F'e 1, 396, 989.13 189, 707.09 189, 707.11 189, 707.09 1, 396, 989.13 Cm 0.9983 0.9740 0.9119 0.9740 0.9983 BC Stress: 004 Panel Point Moment 814.00 852.64 0.00 852.64 814.00 BCURz: 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 G7 NEW MILLENNIUM RI.111_C INr SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 Date Run: 8/412014 9:01:12 AM 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 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 �,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:37:33 AM NEW MILLENNIUM Location: Joist Description: Mark: RI tit_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 TC Panel 1-2 1/8 1 4 1/8 1111.1-1I1 1 .I:11-kk1 Idyl 11-1-II:l-1:1:11 11=111 Of L11-1 l 11=E.1_I1IIII 1[IEIJIE1:1-IEIE[F[1.I_I:ftl III I fI�I III_I,LLII I I Lll 1 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 + 1'0-5 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. 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 16.401-21/8 W3 3,838.80 10,346.46 9,050.03 2,755.78 2,261.57 5,130.72 16.40 2-01/8 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 3-8 1/8 W6 5,178.45 19,062.23 13,407.91 4,370.90 3,760.29 2,067.72 16.40 4-6 1/8 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 7-0 1/8 W10 8,408.68 24,981.04 20,025.96 7,601.12 2,307.68 1,647.71 16.40 7-101/8 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 NEW MILLENNIUM RI.111_C11Nf. sVSTFMS. Chord Properties Chord Area STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:37:33 AM Joist Description: Short Span Round 14K280/170 Mark: J58C Rx Rz Ryy Y Ix Q Material A30B = 1.7970 x 0.158 0.9950 A24B = 1.5940 x 0.133 TC 0.5206 0.5580 0.3331 0.9584 0.5292 0.1621 1.0000 BC 0.3882 0.4962 0.2945 0.8733 0.4686 0.0956 Axial and Bending Analysis K: Fy: 1.00 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 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 12.13 20.00 20.00 20.00 14.13 Bending Load 304.00 0.00 0.00 0.00 304.00 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 Maximum K L/r 37.56 60.04 37.56 60.04 42.40 Fcr 45,098.89 38,414.38 45,098.89 38,414.38 43,840.00 Fa 27,059.33 23,048.63 27,059.33 23,048.63 26,304.00 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 Panel Point Moment 798.92 856.70 0.00 852.30 815.26 Mid Panel Moment 407.12 438.86 0.00 432.89 328.38 Panel Point fb 611.26 3350.17 0.00 3332.97 623.76 Mid Panel fb 311.49 716.35 0.00 706.61 251.25 Fillers 0 0 3 0 0 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 Max Bridg BC: 8-2 3/8 Gap Between Chords: 0.5000 Min Weld Len 2X: 0.5000 Max Load Fillers TC: 28,455.92 Max Load no Fillers TC: 24,238.22 TC OAL/Ryy: 256.9396 BC Stress: 0.96 BC L/Rz: 67.9117 TC Shear Stress: 11,467.69 BC Shear Stress: 15,593.18 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 Rt.,ILrINI: SVSTFMS TCX Desitin Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 141(280/170 Date Run: 8/4/2014 11:37:33 AM Mark: J58C 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 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:19 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui_nwr.. SYSTEMS TUKWILA, WA Short Span Round 14K280/170 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 v i ., 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 lnt. 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 1-4 3/4 W3 1,254.88 4,419.70 6,022.48 1,734.46 794.43 2,861.10 16.57 2-2 3/4 W4 2,161.03 7,271.89 6,022.48 1,734.46 2,335.31 706.62 16.57 3-0 3/4 W5 2,161.03 7,271.89 8,521.30 2,587.60 706.62 2,272.60 16.57 3-10 3/4 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 STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: I INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:19 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.ni_nwr.. SV5TFMS 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: of Inertia: 30,000.00 1Mom 45.39 LL 360: 318.67 LL 240: 478.00 Max Bridg TC: 10-0 3/4 Max Bridg BC: 10-6112 I Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 14.75 20.00 20.00 20.00 14.75 0.5000 Length Load 280.00 0.00 0.00 0.00 280.00 01n 5000d Len 2x MBending 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 L/Rz: 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 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 G7 NEW MILLENNIUM RI.111_f.11Nf.: SVSTFMS 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: 8/4/2014 1:15:19 PM 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 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 0.0000 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+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 „ Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:38:09 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: PL111_LIING SVSTFMS TUKWILA, WA Short Span Round 14K280/170 J60 Geometry Base Length: Working Length: 20-101/4 120-61/4 Joist Depth: 'Effective Depth: 14.00 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 1/8 111.111.111 I�111 I I:I I I I I Il 11111,111:1 I I I I LI I hI I III 1,111) I Ervin'•1 IIIA I1 I LIN 1 I [.I I to Lai-I II 111.11 ,��/ • \ � .\ / -' 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 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: 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 2-101/8 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 4-61/8 W7 1,537.18 13,320.31 12,698.08 1,693.84 267.98 2,222.81 16.55 5-41/8 W8 1,797.39 15,240.73 12,698.08 1,693.84 1,637.06 180.12 16.55 6-2 1/8 W9 1,797.39 15,240.73 14,458.08 1,900.94 180.12 1,583.48 16.55 7-0 1/8 W10 1,951.39 16, 532.13 14, 458.08 1,900.94 1,056.50 135.23 16.55 7-10 1/8 W11 1,951.39 16, 532.13 15, 510.03 2,001.84 135.23 1,056.50 16.55 8-8 1/8 W12 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 N' 1 L L E N N 1 U M Location: Joist Description: Mark: H1.111_rllNr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 J60 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: Max Bridg BC: 10-2 3/4 112-91/2 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 Min Weld Len 2X 0.5000 Axial Load 7,553.08 7,332.73 16,985.88 7,607.09 7,860.72 fa 4,692.52 11,188.17 25,916.81 11,606.80 4,883.65 Max Load Fillers TC: 17,088.70 Maximum K Ur 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 3C 305..38473847 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 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 G7 NEW MILLENNIUM R1.111_MINr.. Sv STFAAS 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 IF 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 Date Run: 8/4/2014 11:38:09 AM Mark: J60 STRESS ANALYSIS - PAGE 1 G Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:15:33 PM NEW N11 L L E N N 1 U Nt Location: Joist Description: Mark: Fil.11l_IIINf: R.YSTFMR. 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 Ila.1,.W1.1.11111 TC Panel 1-9 3/8 1-9 3/8 lal :T1, -- I I f J-laaar_ur aaaa u 11111I.1.w..I_I-IJa-Ialael_I,.I-LI_pala-laf-I�f: = al;l.11lr,J I�I_r 1 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) 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: 24.00 Max Panel BC: 48.00 Reaction LE: 4,101.16 Reaction RE: 4,113.46 Minimum Shear 1,028.37 Max TC Comp.: 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 V1S 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: 8/4/20141:15:33 PM NEW MILLENNIUM Location: Joist Description: Mark: Fil111_niNr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J61 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 0.3277 0.4466 0.2674 1.0805 0.4213 0.0654 0.9958 A20B = 1.4370 x 0.124 Axial and Bending Analysis K- I Fy 1.00 150,000.00 Fb* 30,000.00 Mom of Inertia* 78.41 LL 360: 238.80 LL 290: 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 Wel 0i5000d 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 L/r 69.27 82.23 51.48 82.23 69.27 Max Load no Fillers TC: Fcr 35,038.84 30,384.37 40,951.73 30,384.37 35,038.84 12,564.67 Fa 21,023.30 18,230.62 24,571.04 18,230.62 21,023.30 TC OAL/ 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 LIRz: 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 R1.111_OINC SY STFM�. TCX Design STRESS ANALYSIS - PAGE 3 Job Number. [Job Name: 5814-0005 INTERURBAN OFFICES - HOPORDERS Joist Description: Short Span Crimp 16KA280/170 Location: TUKWILA, WA 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 L/80 0.05 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def U120 0.03 Reqd LL Def 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 0 Job Number.' 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 1:15:51 PM NEW NI 1 L L E N N 1 U NI Location: Joist Description: Mark: Fliui-nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J61A 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: - 1 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 I First Half 1-0 1-0 �, /� /7 'A`,- ' ,1 " 1--' / \j;' First Diag. 3-8 3/8 3-8 3/8 Depth 16.00 16.00 Loads -1 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: Minimum Shear. 5,899.40 11,474.85 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. 1 W2 2,203.45 8,870.04 0.00 0.00 12,827.62 2,456.80 33.87 0-2 V 1 S 2,140.01 8,555.35 0.00 0.00 3,135.78 4,035.54 18.58 1-9 3/8 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. 1 Length V2 Interior 2,480.00 3,332.331 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 MILLENNIUM Location: Joist Description: Mark: Ru°_^'Nr. 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 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 23.00 19.38 1.1250 Bending Load 280.00 0.00 0.00 0.00 280.00 0.0..5500000WelLen 2x 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 Ur 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 BC L/Rz: 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 A1.111_CIIN(: 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: 8/4/20141:15:51 PM Mark: J61 A 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 1/4 Clear Bearing LBPL Material: A28B = 1.7350 0-4 1/4 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 0.00 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 STRESS ANALYSIS - PAGE 1 G,� Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:07 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui_owr. SYSTEMS TUKWILA, 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 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 '�, , First Half 1-0 1-0 --,4„,:___�. _ ,-� � 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) 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: 3,782.88 Reaction RE: 3,788.31 Minimum Shear. 947.08 Max TC Comp.: 16,114.83 Max BC Tension 16,927.79 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 1-93/8 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 9-83/8 * 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, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:07 PM NEW MILLENNIUM Location: Joist Description: Mark: RI111..f71Nfi SYSTF�nS 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 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 Wel 0�5000dLen 2x: 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 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 21,772.73 249..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 L/Rz: 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 FILELLIINIM SYSTEMS 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 1:16:07 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 I Reqd LL Def U120 0.03 Reqd LL Def L/120 0.03 Section Modulus 0.1461 Section Modulus 0.1461 Reqd SM 0.0140 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 Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:23 PM NEW MILLENNIUM Location: Joist Description: Mark: FILIILOWf. SYSTEMS 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 T 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 's\1,.., /,,' -%j :, First Half 1-0 1-0 r / --- / \� /- f, First Diag. 3-8 3/8 3-7 5/8 [Depth 16.00 16.00 Loads _ I Load Type Category Load1 Load2 Position Direction Loc/Begin Sp/End Uniform (plf) DL (1) 110.00 110.00 TC + 0-0 23-4 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 23-4 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 Minimum Shear: 1,008.83 Max TC Comp.: 16,382.99 Max BC Tension 17,114.84 Member TC Tension TC Compresion BC Tension BC 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 15.161 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:16:23 PM NEW MILLENNIUM Location: Joist Description: Marls: Fillll_CIIN(: SYSTEMS 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 fa 10,133.48 9,706.55 22,983.99 8,421.12 8,926.77 Load Fillers TC: 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 BC 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 TCShearStress: 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 RI.III.f71N1: sysrems TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 TCX Left TCX Right TCX Length 0-4 TCX Length 0-4 TCX Type R 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 Mark: J65 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 814/201411:57:19 AM NEW MILLENNIUM Location: Joist Description: Mark: RLIIL.CIINf. SYSTEMS TUKWILA, WA Short Span Crimp 28K280I170 J66 Geometry Base Length: 36-8 314 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 1=111=1.1.1 11,11[1.1.1:1,1:1111111:1:1111.11:1_ I,LI_III_I,1-IILLu1.1=I CLI 111=L1;1di1I U_1;LI 1111si LL1(I11=1i1t1 11:11-1=1'i_f ILII1=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: 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. 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 STRESS ANALYSIS - PAGE 2 ,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:57:19 AM NEW M I L L E N N I U M Location: Joist Description: Mark: ei.iu_owr. SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 J66 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: 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 BendingLoad 280.00 280.00 0.00 280.00 280.00 Min Weld Len 2X. 0 5000 Axial Load 10,750.78 10,311.71 22,179.02 9,778.04 10,138.63 Max Load Fillers TC: fa 5,921.99 11,973.66 25,753.63 11,353.97 5,584.79 22,261.66 Maximum K 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 : 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 URz: Mid Panel Moment 2473.35 1632.15 0.00 1462.51 2215.64 162.9881 Panel Point fb 2759.99 17635.63 0.00 15800.03 2472.71 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 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 G7 NEW MILLENNIUM R1.111_r11Nr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 28K2801170 Date Run: 8/4/201411:57:19 AM 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) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/201411:58:14 AM NEW iV% 1 L L E N N I U M Location: Joist Description: Mark: Fl1.111_f11Nr. SYSTF_MS TUKWILA, WA Short Span Crimp 28K280/170 J66A Geometry Base Length: 36-8 314 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 26.91 _____ __ BC Panel Length 7 @ 4-0 _ _ __ __ _ ___ _ J Shape:rallel PaChJ ords Variable Left End Right End - _ _ - BC Panel 4-6 3/8 4-2 3/8 1.1 151 1 1 111:1`1 I I 1 ill iI lil L f I f 111;1;111 1 18.1 l°Ia� l IJ 1 I 1 Iii 11-1-0.1.111 [I l fjI t11°I I I I A°I 11 [ I'm 1.1.1.11-1 TC Panel 3-3 3/8 3-1 3/8 \ ! i "' First Half 2-0 2-0 • I: 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: LE: 48.00 1Reaction 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 2,909.08L 26.91 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 [Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:58:14 AM NEW MILLENNIUM Location: Joist Description: Mark: Atitt_^uNr; SYSTR_MS TUKWILA, WA Short Span Crimp 28K280/170 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 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 BendingMLoad 292.00 292.00 0.00 292.00 292.00 0.5 00WelLen 2x 0.5000 Axial Load 13,538.18 13,075.70 29,700.96 12,398.31 12,778.13 Max Load Fillers TC: fa 6,164.92 10,529.63 23,917.66 9,984.14 5,818.82 33,486.75 Maximum K 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 14,568.07 339..1763 1763 TC : 168,271.86 67,992.66 179,543.11 75,541.88 187,836.94 F'e Cm • 0.9817 0.9226 0.9107 0.9339 0.9845 BC Stress: 0.96 Panel Point Moment 3650.44 3650.44 0.00 3270.22 3270.21 BC uRz: Mid Panel Moment 2559.98 1682.56 0.00 1507.61 2293.33 149.3466 Panel Point fb 2650.96 11080.70 0.00 9926.55 2374.84 TC Shear Stress: Mid Panel fb 1689.62 2161.53 0.00 1936.77 1513.63 13,478.06 Fillers 0 0 4 0 0 BC Shear Stress: 17,222.04 Panel Point Stress 8,815.88 21,610.33 23,917.66 19,910.70 8,193.66 Mid Panel Stress 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 NEW MILLENNIUM R1.111_f_II Nf.i SYSTEMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 Date Run: 8/4/2014 11:58:14 AM Mark: J66A 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 STRESS ANALYSIS - PAGE 1 00 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:47:17 AM NEW MILLENNIUM Location: Joist Description: Mark: euu_nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 J67 Geometry Base Length: 36-8 3/4 Working Length: Depth: 36-4 3/4 1Joist 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 3/8II=I IJ I,I-1-:u lJ:L 11:1111II I LIT/ 11 IIL 1111111 11 IsI,1III I IILI I III:11111:1=1// 11_Iff l U II fill I I I l=( TC Panel 3-3 3/8 3-1 3/8 1 First Half 2-0 2-0 i I 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 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: 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. W2 1,353.56 10,750.78 0.00 0.00 11,230.43 1,523.35 58.94 0-2 VIS 1,279.42 10, 311.71 0.00 0.00 171.47 1,692.51 30.93 3-3 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 36.1616-63/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 280.00 1,161.821 27.04 STRESS ANALYSIS - PAGE 2 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 1 8/4/201411:47:17 AM NEW /MILLENNIUM Location: Joist Description: Mark: RI.III_MINr '"..YSTRAAS TUKWILA, WA Short Span Crimp 28K2801170 J67 Chord Properties 1 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 L 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: 298.83 LL 360: 231.56 LL 240: 347.34 Max Bridg TC: 15-11 718 Max Bridg BC: 18-6 314 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 Lir 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 Tco4 373.4271271 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 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 C 10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM nIIILCIINr, SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 28K2801170 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 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 1.1953 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) I E- 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 0 Job Number. 5814-0005 STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:49:21 AM NEW MILLENNIUM Location: Joist Description: Mark: HI.III_LIINn SYSTEMS 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 _- r Variable Left End Right End BC Panel 4-6 3/8 4-2 3/8 I-I:f1 ITITI1=I 1 I 1.111.-1 I ITL 1-1=1:f I_I1 I I=I=11.11111_V)_IJ_I.LI L I 1111-1-1 f ITT 111111-1:111-1-1 I 1111.1 III-1.1 I 1111 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 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 J Stress Analysis Summary Int. Panel TC: Max Panel BC: 24.00 48.00 Reaction LE: 7,009.86 Reaction RE: Minimum Shear. 7,024.17 11,756.04 Max TC Comp.: 30,577.92 Max BC Tension 28,476.61 Member TC Tension TC Compresion BC Tension 1 BC Compresion Web Tension Web Comp. Web Length PP Dist. 1 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. I 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: 8/4/201411:49:21 AM NEW MILLENNIUM Location: Joist Description: Mark: auut_nwr.. SYSTEMS TUKWII-A, 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: 13-0 314 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 BendingLoad 304.00 304.00 0.00 304.00 304.00 Min weld len 2x: 0.5000 Axial Load 13,926.78 13,443.02 30,577.92 12,741.56 13,138.86 Max Load Fillers TC: fa 6,341.89 10,825.43 24,623.87 10,260.55 5,983.09 33,486.75 Maximum K Ur 105.02 109.58 39.93 103.96 99.40 Max Load no Fillers TC: Fcr 22,324.12 20,780.72 44,498.84 22,686.44 24,280.12 26,983.18 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 0.9812 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 BCURz: 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_f.91Nf. SYSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 8/4/2014 11:49:21 AM Joist Description: Mark: Short Span Crimp 28K2801170 J67A • 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 U120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.3770 Section Modulus1.3770 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: 8/4/2014 9:02:22 AM NEW MILLENNIUM Location: Joist Description: Mark: Fil.11l_f11Nf: SYSTEMS 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 11:/1://11:111:1:1[1:11.111:II,111,1.I 11111]1_I;.ILI11T_I1.11_1_IJ_l_1:1:1:1_1:1_II:I.I_111.1.I.1_I_I-I_1,111.11111_I.11_1111:1:1111:1:1�1 -�-> 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 V1S 2,606.00 7,749.37 0.00 0.00 419.99 1,219.63 16.53 1-31/8 W3 2,606.00 7,749.37 7,336.32 938.97 439.61 3,676.20 16.53 2-1 1/8 W4 1,614.18 11,120.82 7,336.32 938.97 3,048.18 351.69 16.53 2-11 1/8 W5 1,614.18 11,120.82 10,756.39 1,364.58 351.69 3,002.23 16.53 3-9 1/8 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. 5814-0005 IJob Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:22 AM NEW MILLENNIUM Location: Joist Description: Mark: Fl1.111_nlNr: SVSTFMS 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: 243.56 LL 240: 365.34 Max Bridg TC: 10-6 5/8 Max Bridg BC: 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 Filters TC: fa 4,795.94 10,871.73 25,037.84 10,871.73 4,795.94 18,716.89 Maximum K Ur 46.93 71.51 43.27 71.51 46.93 Max Load no Fillers TC: Fcr 42,306.02 34,247.82 43,330.46 34,247.82 42,306.02 14,793.58 Fa 25,383.61 20,548.69 25,998.28 20,548.69 25,383.61 Tco9 295.9844844 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 L/Rz: 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 1 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 f1.111_OINC SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K300/180 Date Run: 8/4/2014 9:02:22 AM 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 (/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) - 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 ' Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:02:28 AM NEW MILLENNIUM Location: Joist Description: Mark: Rtui_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K3001180 J69A Geometry Base Length. I Working Length. 20-101/4 120-61/4 Joist Depth' 14.00 Effective Depth: 13.00 BC Panel Length. 10 @ 1-8 Shape. Parallel Chords Variable Left End Right End BC Panel 2-1 1/8 2-1 1/8 TC Panel 1-3 1/8 1-3 1/8 11111 I L IThl;1111-1111-1 IILI:IJ1=11!;1.1.1-1-1-11.1.11] 1.1_1.1...1.1.1-11:111._1.hI:I-I:I�I-LL1_I_LeL:I:1-t 1t11-EFIII:I-111:L 1):11-1-1 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 16.401-31/8 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 3-91/8 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 NEW MILLENNIUM 81.111.. fllN f.: SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number: 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K300/180 Date Run: 8/4/2014 9:02:28 AM Mark: J69A Chord Area Rx Rz Ryy 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: Fy: 1.00 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 Length 13.13 20.00 20.00 20.00 13.13 Bending Load 324.00 0.00 0.00 0.00 324.00 Axial Load 10, 684.59 10, 376.48 26,859.27 10,376.49 10, 684.59 fa 5,354.61 9,965.89 25, 796.46 9,965.89 5,354.61 Maximum K L/r 39.40 60.04 37.56 60.04 39.40 Fcr 44,634.35 38,414.38 45, 098.89 38,414.38 44, 634.35 Fa 26, 780.61 23,048.63 27, 059.33 23,048.63 26,780.61 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 Panel Point Moment 858.97 911.05 0.00 911.05 858.97 Mid Panel Moment 392.81 464.99 0.00 464.99 392.81 Panel Point fb 657.20 3562.69 0.00 3562.69 657.20 Mid Panel fb 300.54 759.02 0.00 759.02 300.54 Fillers 0 0 3 0 0 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 Gap Between Chords: 0.5000 Min Weld Len 2X. 0 5000 Max Load Fillers TC: 28,455.92 Max Load no Fillers TC: 24,238.22 TC OAL/Ryy: 256.9396 BC Stress: 0.99 BC L/Rz: 67.9117 TC Shear Stress: 11,847.02 BC Shear Stress: 16,111.37 Member Web Tension Allow Tension Web Comp Allow Comp W2 9,934.80 10,122.62 4,232.58 5,355.34 Weld Qty Material x 0.192 R068 = round 11/16 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 0 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 x 0.185 R062 = round 5/8 x 0.170 R050 = round 1/2 0 x 0.170 R050 = round 1/2 x 0.170 1 R050 = round 1/2 3.48 v1S 3,029.30 9,296.04 3,591.02 5,434.58 1 2.00 W3 2,261.57 9,296.04 5,286.02 5,434.58 2.00 W4 4,675.75 9,296.04 2,261.57 5,434.58 2.00 W5 2,067.72 9,296.04 4,484.21 5,434.58 2.00 W6 3,873.93 9,296.04 2,067.72 5,434.58 2.00 W7 1,841.56 9,296.04 3,650.47 5,434.58 2.0 W8 3,040.19 9,296.04 1,841.56 5,434.58 2.00 W9 1,647.71 9,296.04 2,848.65 5,434.58 2.00 W10 2,342.80 5,947.89 1,647.71 2,572.33 2.00 W11 1,421.55 5,947.89 2,062.79 2,572.33 2.0 W12 1,760.02 5,947.89 1,585.70 2,572.33 2.00 1 1 1 1 1 1 1 1 1 1 Symmetrical Joist NEW MILLENNIUM R1.111_CIINf.: SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Round 14K300/180 Date Run: 8/4/2014 9:02:28 AM Mark: J69A 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 300.00 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 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 NEW MILLENNIUM F1.111_rINr. SYSTEMS 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: 811/2014 11:37:50 AM Mark: J7 Base Length: 25-91/2 Working Length: 25-51/2 Joist Depth: 16.00 Effective Depth: 15.07 BC Panel Length: 5 @ 4-0 1Shape: Parallel Chords Variable Left End Right End 1:1:1:1_ill:f.D1_I:.111.1:11TIl:f1_I ‘, --� / ` ~ \ I,1:1_I:I_I_i_Il_I_fIaal:1:LI / :i Ill..-1_Ia:Iri i , :iiisI:Ila:laa:l.lI:I:1:I:i:i:iu_l-ulaal:i r - i:i:I:I:I:I:I:i I - G '-•,/- BC Panel 2-10 3/4 2-10 3/4 TC Panel 2-5 3/4 2-5 3/4 First First Half 2-0 2-0 0-0 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- 15,988.21 0-0 25-9 1/2 Stress Analysis Summa 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 V 1 S 1,023.13 7,656.39 0.00 0.00 222.85 1,346.09 15.88 2-5 3/4 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 ymmetncai Jois Standard Verticals Member Position Max Tension Max Comp. I Length V2 Interior 256.00 1,175.84 15.07 STRESS ANALYSIS - PAGE 2 0 Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/1/2014 11:37:50 AM NEW /MILLENNIUM Location: Joist Description: Mark: ALIII_n WG SYSTEMS. TUKWILA, WA Short Span Crimp 16KA280/170 J7 Chord Properties r 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 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 29.00 27.75 1.1250 BendingLoad 292.00 292.00 0.00 292.00 292.00 Min Weld Len 2X: 0 5000 Axial Load 7,885.42 7,656.39 20,503.74 7,656.39 7,885.42 Max Load Fillers TC: fa 9,156.32 8,890.37 23,808.34 8,890.37 9,156.32 22,261.66 Maximum K Ur 90.63 94.71 46.61 94.71 90.63 Max Load no Fillers TC: Fcr 27,426.01 25,949.99 42,656.07 25,949.99 27,426.01 16,651.95 Fa 16,455.61 15,570.00 25,593.64 15,570.00 16,455.61 Tc 261.2066 F'e 98,541.14 90,229.30 131,741.05 90,229.30 98,541.14 .2URyy: 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 Bc URz: Mid Panel Moment 1380.84 823.32 0.00 823.32 1380.84 171.6124 Panel Point fb 10769.35 10769.35 0.00 10769.35 10769.35 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 FlI.111-111Nr.. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: 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 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 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/201412:25:03 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: BIJII_nlNr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 J71 Geometry Base Length: Length: 25-8 3/4 1Working 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 LII_IIIL1:111ILICI[III11111IIJI=1I1ILI_III=1IlI .,IIlI1:1T ILILI[ILII10IIlIIIII1ILI_IIII1:111 1 , First Half 1-10 2-0 -,. , ,�. /i' 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 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 V 1 S 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 STRESS ANALYSIS - PAGE 2 „ Job Number.' 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:25:03 PM NEW M I L L E N N 1 U M Location:on Joist Description: Mark: R1.111_minir. SYCTFMS w TUKWILA, WA Short Span Crimp 16KA260/160 J71 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 Axial and Bending Analysis K: 1.00 Fy: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 81.30 LL 360: 185.45 LL 240: 278.17 Max BridgTC: 14-61/8 Max BridgBC: 17-3 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 260.00 260.00 0.00 260.00 260.00 Mn Wel 0i5000dLen 2x Axial Load 9,455.31 9,114.55 18,948.17 7,833.09 7,969.23 Max Load Fillers TC: fa 5,463.60 11,739.50 24,405.16 10,088.98 4,604.90 19,744.75 Maximum K L/r 96.35 105.26 48.37 95.08 86.16 Max Load no Fillers TC: Fcr 25,321.43 22,218.08 41,965.59 25,774.49 28,989.04 14,438.62 Fa 15,192.86 13,330.85 25,179.36 15,464.69 17,393.43 266..3191 3191 TC : 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 BC stress: 0.97 Panel Point Moment 1933.23 1933.23 0.00 1537.17 1537.17 BC L/Rz: Mid Panel Moment 1293.92 936.94 0.00 744.03 1037.73 179.5064 Panel Point fb 1580.95 11378.96 0.00 9047.73 1257.06 TC Shear Stress: Mid Panel fb 1159.47 2296.27 0.00 1823.49 929.90 12,156.98 Fillers 0 0 8 0 0 BC Shear Stress: 14,103.22 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 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 * Symmetrical Joist NEW MILLENNIUM R1.111.flINf. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA2601160 Date Run: 8/4/2014 12:25:03 PM Mark: J71 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 2-11 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 260.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1160 Section Modulus 1.1160 Reqd SM 0.0000 Reqd SM 0.0000 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:25:26 PM NEW MILLENNIUM Locaatio�/n�:1 Joist Description: Mark: gl.11l_IIINf. SYSTEMS w 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: Panel Length: 14.96 IBC 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 �_ 1:1 L LLI.1e1.1-1.1-�11:0:1..1.1-11.� 1 3:111 LI I � I l llt1_1_1�_�.1.,1.1_1_�_�-1<1.�_�.� 11:1_1 1,��.11:1m1_� [1:1.1..1_1_1.1_ -,. First Half 1-10 2-0--. .- I - . I - 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 1 V2 Interior 2,376.00 2,880.04 14.96 STRESS ANALYSIS - PAGE 2 �,7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:25:26 PM NEW MILLENNIUM Location: Joist Description: Mark: FI.III.nIN(: 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 5/8 Max Bridg BC: 10-9 7/8 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 BendingLoad 272.00 272.00 0.00 272.00 272.00 Min Weld Len 2X: 0 5000 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 TC OAL/Ryy 24 240..64156415: 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 BCL/Rz: Mid Panel Moment 1346.46 972.67 0.00 772.07 1079.72 156.7603 Panel Point fb 1520.75 7059.08 0.00 5615.04 1209.65 TC Shear Stress: Mid Panel fb 952.96 1384.58 0.00 1099.03 764.18 11,573.84 Fillers 0 0 4 0 0 BC Shear Stress: 15,186.47 Panel Point Stress 7,657.67 18,145.30 24,886.64 15,101.13 6,380.78 Mid Panel Stress 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 R1.111_OING SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:25:26 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 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 0 Job Number.! 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:22:53 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: F41.u1_nwr. SYSTRMS TUKWILA, WA Short Span Crimp 16KA280/170 J72 Geometry Base Length: 25-8 3/4 Working Length: 25-4 3/4 _ 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 TC Panel 2-6 3/8 2-3 3/8 11,_111_1,11 Ill I Eli1III 11 1 I li l 111111111_111111D1.1[1.1 I�lllll 111111111-Itl I I I I LI LI I I 1,111111 1 Ll. First Half 1-10 2-0 1;. 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 BC 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 V1S 1,137.21 9,605.14 0.00 0.00 265.39 1,477.28 17.56 2-6 3/8 W3 1,137.21 9,605.14 12,261.22 1,691.47 671.87 5,179.84 26.67 3-3 3/8 W4 2,142.86 16,324.18 12,261.22 1,691.47 4,589.37 572.52 28.34 5-1 3/8 W5 2,142.86 16,324.18 18,184.28 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:22:53 PM NEW MILLENNIUM Location: Joist Description: Mark: BLIILOWf SVSTFMS 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 Mn Wel: 015000d Len 2X Axial Load 9,972.59 9,605.14 20,090.77 8,233.38 8,380.19 Max Load Fillers TC: fa 5,493.33 11,153.21 23,328.81 9,560.36 4,616.17 22,261.66 Maximum K Ur 92.67 101.24 46.61 91.44 82.87 Max Load no Fillers TC: Fcr 26,685.92 23,631.71 42,656.07 27,129.53 30,261.81 16,651.95 Fa 16,011.55 14,179.03 25,593.64 16,277.71 18,157.09 TC 26 260..56545654: 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 Pan& 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 n1.I11.,rIINri 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 0-0 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 -1 280.00 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 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) rs-.- -.6 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 Date Run: 8/4/2014 12:22:53 PM Mark: J72 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 8/4/201412:28:38 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.u1_nwr. SVSTF_MS TUKWILA, WA Short Span Crimp 28K3001180 J73 Geometry Base Length: 36-8 3/4 Working Length: Joist Depth: 36-4 3/4 128.00 Effective Depth: Panel Length: 27.00 IBC 8 © 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 01al I I I I-I Iil 11.1 I_I,I�I III,I:I:1 1.1 I 1=11.11 III=I1=1111 IJ 1 111 Ill l,l 1,1111 1.11.11 I llslaa 11 11.1 111-1.Ial 1 LII 1,1 TC Panel 2-0 3/8 2-3 3/8 \ el 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: 24.00 Max Panel BC: 48.00 Reaction LE: 5,952.48 Reaction RE: 5,955.93 Minimum Shear. 1,488.98 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 2-03/8 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: 8/41201412:28:38 PM NEW NI I L L E N N I U M Location: Joist Description: Mark: R1.n1_nwr., SYSTEMS TUKWILA, WA Short Span Crimp 28K3001180 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 A26B = 1.6560 x 0.142 J Axial and Bending Analysis K: 1.00 Fy: 50,000.00 Fb: of Inertia: 30,000.00 1Mom 330.28 LL 360: 255.94 LL 240: 383.90 Max Brid TC: 16-51/8 Max BridgBC: 20-0 3/4 1 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 Mn Wel 0/5000dLen 2X: 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 19,018.89 363..6733 6733 Tc : 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 G7 NEW MILLENNIUM R1.111_LIINr. SVSTF TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:28:38 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K3001180 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 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 NEW MILLENNIUM n1.111.f.11Nr. SVSTFMS Geomet Job Number 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 1 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K300/180 Date Run: 8/4/2014 12:20:15 PM Mark: J73B Base Length: 9 36-8 3/4 Working Length: 9 36-4 3/4 Joist Depth: 28.00 Effective Depth: P 26.96 BC Panel Length: 9 8 @ 4-0 Shape: ( Parallel Chords Variable Left End Right End 1-1:ITI� I I I /Ifl 111,11:1)111TII Il I I I kl:Ll i 1 1 l l laal:l IJJ .I: -L1 lil I l:f_li I IJ II:CI:[I1Idl11.1I I LI-Iela Ll ;I I FI I I I I:I /, 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 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- 8-1 3/8 18-4 3/8 0-0 Gross Uplift (plf) 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: 6,514.70 Reaction RE: 6,523.32 Minimum Shear. Max TC Comp.: 1,630.83 128,634.59 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 V1S 1,308.98 8,619.04 0.00 0.00 1,281.72 2,040.07 28.42 2-03/8 W3 1,308.98 8,619.04 10,743.04 1,328.45 1,026.55 6,444.57 31.35 2-9 3/8 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 ymmetrical Joist Standard Verticals Member V2 Position Interior Max Tension 1,212.00 Max Comp. Length 1,948.70 26.96 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:20:15 PM NEW MILLENNIUM Location.• Joist Description: Mark: ni.ui_nwr. S.YSTFMS 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: Fb: 50,000.00 130,000.00 Mom of Inertia: LL 360: LL 240: 352.69 1273.30 1409.94 Max Brid TC: Max BridgBC: 17-3 7/8 118-41/ 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 Mn 015000d Len 2x 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 TC Shear Stress: 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 5,787.30 1,948.70 2,513.08 2.00 x 0.090 1 C12BB = 1.125 x 0.799 x .090 * Symmetrical Joist NEW MILLENNIUM RI.IILIIINC.. SYSTF_MS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:20:15 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K3001180 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 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 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 1.3440 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) 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 Mark: J73B Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 8/4/201412:26:07 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_nirw. SYSTEMS TUKWILA, WA - Short Span Crimp 28K2601160 J75 Geometry Base Length: 36-8 3/4 Working Length: 36-4 3/4 Joist Depth: 28.00 Effective Depth: 27.07 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 run LLi 1 I_lit 111 I=1 Iil 1.1 ITL 1 I 11111.1 LI l.III;I IJ LLLLI_III L1.LII I IJ I LLLI I11 I:1,[I[I LLI I LI I IILI_Cu f LLLLI TC Panel 2-0 3/8 2-3 3/8 i i f First Half 1-4 1-4 i 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) 100.00 100.00 TC + 0-0 36-8 3/4 Uniform (plf) LL (1) 160.00 160.00 TC + 0-0 36-8 3/4 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 36-8 3/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 18-4 3/8 0-0 Axial (lbs) SM (1) 3,000.00 0.00 TC + 0-0 0-0 Gross Uplift (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: LE: 48.00 1Reaction 5,224.56 Reaction RE: 5,228.01 Minimum Shear. Max TC Comp.: 1,307.00 121,207.70 Max BC Tension 20,728.26 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 V1S 1,548.54 7,015.05 0.00 0.00 318.89 1,163.14 28.53 2-03/8 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 12-1 3/8 W9 2,951.60 20,102.36 20,728.26 3,053.99 255.35 1,746.62 36.1814-13/8 W10 3,081.92 21,207.70 20,728.26 3,053.99 1,746.62 255.35 36.18 16-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 300.00 1,115.39 27.07 STRESS ANALYSIS - PAGE 2 „ Job Number.• 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:26:07 PM NEW MILLENNIUM Location: Joist Description: Mark: F11.111_1-311,111 SYSTEMS. TUKWILA, WA Short Span Crimp 28K2601160 J75 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: Mom of Inertia: 30,000.00 1286.05 . LL 360: 221.66 LL 240: 332.49 Max Bridg TC: 15-11 7/8 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: 22.38 25.00 24.00 28.00 25.38 1.1250 Length Load 260.00 260.00 0.00 260.00 260.00 0�n 5000dLen 2x MBending 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 Ur 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 TCOAURyy: 3 73.4271 F'e 480,690.50 121,412.55 131,741.05 96,789.34 373,748.56 Cm 0.9959 0.9665 0.8748 0.9530 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 C12613 = 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 C10AB = 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 MILLENNIUM A I.111_IIINf: SVSTFAAS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 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 U120 0.00 I 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) 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.Job 5814-0005 STRESS ANALYSIS - PAGE 1 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:27:13 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_OING SYSTEMS TUKWILA, WA Short Span Crimp 28K2601160 J75A Geometry _ Base Length: Length: 36-8 3/4 1WorIcing 36-4 3/4 _ _ _ _ Joist Depth: Tile-dive Depth: 28.00 6.968 BC Panel Length: @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-3 3/8 I1°11 IIlI:ILII LI 1-111:17111-1.1111 I IALl.I I-P1-1,11:1 IJ1al I�LLIILIll 11.111,1,11-11 11-1.1.1111-11. I I l Ill.l_11 l t l I f1-i TC Panel 2-0 3/8 2-3 3/8 % • / First Half 1-4 1-4 / I;' /' 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) 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 0.00 TC - 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 2-0 3/8 W3 2,642.23 9,010.63 9,748.25 2,079.08 2,155.76 6,455.69 31.35 2-9 3/8 W4 3,013.94 16,508.32 9,748.25 2,079.08 6,767.95 2,482.08 36.09 4-1 3/8 W5 3,013.94 16,508.32 16,685.23 3,948.80 2,171.82 5,810.00 36.09 6-1 3/8 W6 4,883.65 22,578.99 16,685.23 3,948.80 5,158.62 2,171.82 36.09 8-1 3/8 W7 4,883.65 22,578.99 21,889.60 5,818.51 1,861.56 4,200.67 36.0910-13/8 W8 6,753.37 26,917.05 21,889.60 5,818.51 3,549.28 1,861.56 36.09 12-13/8 W9 6,753.37 26,917.05 25,361.37 7,688.22 1,551.30 2,591.33 36.0914-13/8 W10 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: 8141201412:27:13 PM NEW MILLENNIUM Location: Joist Description: Mark: ai.tu_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 28K260!160 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: Fb: 50,000.00 130,000.00 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 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 0.9953 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 Pointfb 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 nI.111_r11Nr. SYSTEMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2601160 Date Run: 8/4/2014 12:27:13 PM Mark: J75A 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 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 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 0 Job Number 5814-0005 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:02 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.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 1,1.1.11.1:I_I_rl11_1.1. 1.1_IJ_1-I111.f_II,1.1_I:[I:I:I:II1.1:1 1111,11_1a.111.1.111:11:1_11111L1:I-1111.1:Ia:la:ll.1111:1:1_1:1 I I:1 TC Panel 2-2 1/8 2-4 1/8 1 First Half 1-4 1-4 -' 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 V1S 2,291.50 8,791.21 0.00 0.00 298.72 1,412.95 18.16 2-2 1/8 W3 2,291.50 8,791.21 9,553.42 1,212.55 442.66 3,731.05 22.04 3-01/8 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 6-4 1/8 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 0 Job Number. 5814-0005 - Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:02 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.ui_nw❑ 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: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 69.22 LL 360: 292.07 LL 240: 438.10 Max Bridg TC: 14-4 3/8 Max Bridg BC: 18-81/8 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 300.00 300.00 0.00 300.00 300.00 O15000d 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 L/r 86.25 92.96 51.48 100.11 93.40 Max Load no Fillers TC: Fcr 28,925.89 26,510.27 40,951.73 23,982.47 26,350.49 12,564.67 Fa 17,355.53 15,906.16 24,571.04 14,389.48 15,810.29 TC O 7URyy: 2224.4.7131 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 0.00 855.36 1301.74 186.4802 Panel Point fb 1245.31 10264.77 0.00 12201.16 1480.22 TC Shear Stress: Mid Panel fb 1048.31 2031.57 0.00 2422.61 1221.89 12,161.31 Fillers 0 0 6 0 0 BC Shear Stress: 16,750.71 Panel Point Stress 6,738.96 22,598.12 22,842.21 25,316.73 7,373.41 Mid Panel Stress 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 MILLENNIUM RLIII_CIINC SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 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 U120 0.00 Section Modulus 1.0654 Section Modulus 1.0654 Reqd SM 0.0000 1 Regd 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 G,� Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:30:32 PM NEW MILLENNIUM Location: Joist Description: Mark: 91.111_n Wn SYSTEMS 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 Variable Left End Right End BC Panel 3-01/8 3-4 1/8 Lu_u_ult u 1.111 I=111.1 iiL1 hl..11LI:I:I -mu Ill_I,I:IJ.I_LLIlI1.iu 1 u-u-Ll:.I_I li-LC[I-I_I-Io l_I_llela l_l.a l 1.1;1:111:1 TC Panel 2-2 1/8 2-4 1/8 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 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 6-4 1/8 W6 4,445.64 20,999.42 15,929.12 3,717.59 2,077.59 1,218.94 28.36 8-41/8 * 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 �,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:30:32 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: R1.u1.nwr. 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 A266 = 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: 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: 24.13 26.00 24.00 28.00 26.13 1.1250 Length Bending Load 312.00 312.00 0.00 312.00 312.00 MWel 015000d 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 Ur 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 17,618.32 212..2571 2571 TC : 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 BCIJRz: Mid Panel Moment 1157.41 741.56 0.00 884.74 1349.28 187.8669 Panel Pointfb 1259.39 8047.17 0.00 9560.15 1496.17 TCShearStress: 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 NEW MILLENNIUM Fl1.111_r11Nr. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 12:30:32 PM Location: TUKWILA, WA Joist Description: Mark: Short Span Crimp 16KA300/180 J76A 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 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 1.1953 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: 8/4/2014 12:30:55 PM NEW MILLENNIUM Location: Joist Description: Mark: ALIII_MINf.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA300/180 J78 Geometry Base Length: 21-01/4 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 3-01/8 3-4 1/8 11111:1111,Ie11111111Tll_hl,1111:1"111:11111=f_IeI:C1=Cla� 1.11--fl-,il- 1:11111II 1°1=111:11.111 Cf_ITlll�l I_l1:111 fl 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 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 (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: Reaction RE: 5,738.06 15,770.59 Minimum Shear. 1,442.65 Max TC Comp.: 25,640.41 Max BC Tension 21,875.75 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 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 2,460.00 3,364.92 14.83 STRESS ANALYSIS - PAGE 2 0 Job Number 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:30:55 PM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: Ruu_nwr. 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: 30,000.00 Mom of Inertia: 121.76 LL 360: 513.80 LL 240: 770.71 Max Bridg TC: 19-01/4 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: 24.13 26.00 24.00 28.00 26.13 1.1250 Length Bending Load 300.00 300.00 0.00 300.00 300.00 0i5000d Len 2X.• Mn 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 TC : 169.6758 406,667.16 229,416.53 269,245.81 197,813.23 346,785.69 .6758 F'e Cm 0.9949 0.9868 0.9664 0.9836 0.9935 BC Stress: 004 Panel Point Moment 11790.01 10050.05 7822.22 10992.87 12927.74 BC URz: Mid Panel Moment 10323.79 7839.75 6600.00 8525.29 11271.35 162.9881 Panel Point fb 6836.73 16356.75 12730.89 17891.21 7496.46 TCShearStress: 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 suit_rninic SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:30:55 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA300/180 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 I Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/2014 9:04:10 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: ei.u1_ninir, SVSTRMS TUKWILA, WA Short Span Round 10K300/180 J79 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 r Variable Left End Right End BC Panel 2-5 1/8 2-5 1/8 Ill_I LI I;Ia 1:1111 hI: I I1 I I I f111 I1 I I_I:I111 fI:CCCI-1_fu_1_I I I L. i-Lau-run 111[ I I Hi.iI_l:l LACI I I:I111 [H. TC Panel 1-7 1/8 1-7 1/8 . First Half 0-10 0-10 --. . ,'j 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 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 (pif) SM (1) 15.00 15.00 TC + 0-0 11-6 1/4 Gross Uplift (pif) WL (2) 42.00 42.00 TC - 0-0 11-6 1/4 Stress Analysis Int. Panel TC: 20.00 Summary 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 13.59 1-71/8 W3 2,895.21 7,117.63 5,903.99 685.42 206.70 2,001.40 13.59 2-51/8 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 NEW MILLENNIUM F11.111_C111VLr, TFMS Chord Proaerties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:10 AM Location: TUKWILA, WA Joist Description: Short Span Round 10K3001180 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 K: Fy: 1.00 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 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 L/r 66.53 77.70 46.53 77.70 66.53 Fcr 34, 852.79 31,173.78 40,759.98 31,173.78 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 8551.32 733.61 Mid Panel fb 622.82 1713.63 0.00 1713.63 622.82 Fillers 0 0 1 0 0 Panel Point Stress 5,867.30 22,254.88 18,984.11 22,254.88 5,867.30 Mid Panel Stress 0.2651 0.7941 0.7763 0.7941 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 OAL/Ryy 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 ymmetrlcal JOTS NEW MILLENNIUM RI-111_r.11Nr. SYSTEMS TCX Design Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K3001180 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 2-0 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) [___ 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 Date Run: 8/4/2014 9:04:10 AM Mark: J79 G7 NEW MILLENNIUM R1.111_11INr.. S YSTFMS Geometry Base Length: 11-61/4 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K3001180 Date Run: 8/4/2014 9:04:17 AM Mark: J79A Variable Working Length: Joist Depth: 11-21/4 10.00 Left End Right End BC Panel 2-5 1/8 2-5 1/8 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 Effective Depth: 9.21 BC Panel Length: 4@1-8 Shape: Parallel Chords i�fylalrll_I�I:IIrl�lasl�l�lyllmla,I:111J�1=1:IaYlael,:I_I�I;f,I�LL:I:I.IJanl�lal=la�lel;l 11�1�1=I�I.1�1=tll�lml�imlm►�Irl_I:f laa�►:Isll=lvl:.l_Irl ►°I 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: Max Panel BC: 20.00 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 V1 S 2,895.21 7,270.01 0.00 0.00 436.75 1,481.90 13.59 1-7 1/8 W3 2,895.21 7,270.01 6,099.83 685.42 206.70 2,060.46 13.59 2-5 1/8 W4 2,422.70 9,324.34 6,099.83 685.42 1,292.71 103.35 13.59 3-3 1/8 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 el _ _ _ _ Job Number. 5814-0005 fJob Name: INTERURBAN OFFICES - SHOPORDERS _ _ Date Run: 8/4/2014 9:04:17 AM NEW MILLENNIUM Location: Joist Description: Mark: pt.til-^iNr. SVSTF.AS 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 Al 6B = 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: 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 Mn Wel 015000d Len 2X: Axial Load 7,737.54 7,270.01 10,099.63 7,270.01 7,737.54 Max Load Fillers TC: fa 5,250.78 13,996.95 19,444.80 13,996.95 5,250.78 12,829.47 Maximum K Ur 66.53 77.70 46.53 77.70 66.53 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 40,759.98 31,173.78 34,852.79 9,812.15 Fa 20,911.67 18,704.27 24,455.99 18,704.27 20,911.67 TC O 17.8URyy: 172.8402 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 Fl1.111_fI1Nf: SVSTFMS. 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 U120 0.00 Reqd LL Def U120 0.00 Section Modulus 0.8587 Section Modulus 0.8587 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.2263 Mom of Inertia 1.2263 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) 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+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 C,,, Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:17:57 PM NEW MILLENNIUM Location: Joist Description: Mark: FI1.111_fIING SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 J8 Geometry Base Length: 25-9112 Working Length: 25-51/2 Joist Depth: Depth: 16.00 1Effective 15.09 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 \ / �� j First Half 2-0 2-0 �� -`l- ,%� \ / \ %//�<• 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 (plf) DL (1) 110.00 110.00 TC + 0-0 25-9 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 12-10 3/4 0-0 Conc Load (lbs) WL (1) 350.00 0.00 TC + 2-11 3/4 2-11 3/4 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 25-9 1/2 Conc Load (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: 4,059.26 Minimum Shear. 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. 1 Length V2 Interior 280.00 1,147.96 15.09 NEW MILLENNIUM F11.111_I]INf.: SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 16KA280/170 Date Run: 814/20141:17:57 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 End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Length 27.75 29.00 24.00 29.00 27.75 Bending Load 280.00 280.00 0.00 280.00 280.00 Axial Load 7,574.09 7,354.74 19, 723.89 7,354.74 7,574.09 fa 9,755.39 9,472.88 25,404.28 9,472.88 9,755.39 Maximum K Ur 94.23 98.47 48.37 98.47 94.23 Fcr 26, 077.60 24, 571.08 41, 965.59 24, 571.08 26,077.60 Fa 15, 646.56 14,742.65 25,179.36 14, 742.65 15, 646.56 F'e 91, 513.52 83,794.45 122,345.71 83, 794.45 91, 513.52 Cm 0.9467 0.9435 0.8609 0.9435 0.9467 Panel Point Moment 2017.09 2017.09 0.00 2017.09 2017.09 Mid Panel Moment 1324.10 789.49 0.00 789.49 1324.10 Panel Point fb 11872.57 11872.58 0.00 11872.58 11872.57 Mid Panel fb 3245.15 1934.91 0.00 1934.91 3245.15 Fillers 0 0 8 0 0 Panel Point Stress 21,627.96 21, 345.46 25,404.28 21, 345.46 21, 627.96 Mid Panel Stress 0.7348 0.7096 1.0089 0.7096 0.7348 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 OAURyy: 266.9745 BC Stress: 0.96 BC URz: 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 ymmetrical Joist NEW MILLENNIUM R1.111. rH Jr. SVSTFMG 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 TCX Type R TCX Depth 2 1/2 TCX Depth 2 1/2 BPL Length 0-4 BPL Length 0-4 Clear Bearing 0-4 1/4 Clear Bearing 0-4 1/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def 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 1:17:57 PM Mark: J8 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:34:12 PM NEW MILLENNIUM Location: Joist Description: Mark: Rt.w_nwc; SYSTEMS TUKWILA, WA Short Span Round 10K3001180 J82 Geometry Base Length: 11-71/2 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 2-6 3/8 1 Ielvivl_I-I_lal_L_I1f_I-LI_LI_l_I-1-I-I_iI_Inl-I_I-1_l 1 1 1 1.1.1-IJ_Ilul-lJ_I-I-LI_Ill-I_f-I IJl:f-I-I_I I_I-I-f aI_I_I_I-I®I_I11 I L:LIal.,ntI 1 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 Loadl 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 13.59 1-71/8 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 3-31/8 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 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:34:12 PM NEW /MILLENNIUM Location: Joist Description: Mark: R1.111_nwc SYSTEMS TUKWILA, WA Short Span Round 10K3001180 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 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: 573.65 LL 240: 860.48 Max Bridg TC: 10-01/4 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: 17.13 20.00 20.00 20.00 18.38 0.5000 Length Bending Load 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 TC DAL/Ryy: 174.4495 132,181.47 132,181.47 132,181.47 705,465.56 F'e 812,211.94 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 R1.111_Ol C. 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 10K300/180 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 U80 0.04 Live Load 180.00 Live Load 180.00 Reqd LL Def L/120 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 _ Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW MILLENNIUM Location: Joist Description: Mark: ein1_nwr. 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 1 Variable Left End Right End BC Panel 5-0 4-0 1/4 Ili 1111.1 III I I I1(111111.1 Il 111 I]1:IJ1:p:.IJ:ID.IJ.1:1-IJ III IJIl1J:III 1.91 1.1:1f1 1:1-111111.1.11;11.11.11-11 1j1 1111 -11 TC Panel 3-0 2-6 1/4 .1 '' - 1 , 1 • �= First Half 1-2 1-1 1 , 1:'/ 1,, / 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 (plf) LL (1) 170.00 170.00 TC + 0-0 43-3 1/4 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 21-7 5/8 0-0 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 (plf) 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. 1,627.09 Max TC Comp.: 28,754.70 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 37.5812-2 W8 3,756.32 26,907.29 24,991.26 3,530.81 3,193.88 411.08 37.5814-2 W9 3,756.32 26,907.29 27,948.26 3,912.10 301.91 2,405.65 37.5816-2 W10 3,998.17 28,754.70 27,948.26 3,912.10 2,114.56 292.96 37.5818-2 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. r Length V2 Interior 280.00 1,193.271 28.91 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:32 AM NEW IVI 1 L L E N N 1 U Nt Location: Joist Description: Mark: ALJILCHWG SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 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: 212.15 LL 240: 318.23 Max Bridg TC: 17-31/8 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 Min Weld Len 2X 0 5000 Axial Load 13,506.89 12,887.47 28,754.70 11,091.37 11,473.67 fa 6,543.40 11,610.34 25,905.14 9,992.23 5,558.41 Max Load Fillers TC: 29,402.15 Maximum K 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 yy: 4006.859 6.859 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 TC 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 C10AB = 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 C10AB = 1.125 x 0.756 x .077 * Symmetrical Joist NEW MILLENNIUM R1.111_f-7IN1.i SVSTRMS 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 9:04:32 AM Mark: J9 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 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 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW N% 1 L L E N N 1 U N% Location: Joist Description: Mark: pt.w_nwr. 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 laf_IILItlal LLL l I II IJ_1:l,iIJJ:I:f f l I]I.IIIIIJ:IIIJ I I:1-11iLliliI:1J1p U 11-1:ItI I:I:I 1-alH:I:I:11:I:I:Ii.I-1-I:1.Ii:L.I TC Panel 3-0 2-6 1/4 / -L :t] '\ % First Half 1-2 1-1 \ ,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) 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: 24.00 Max Panel BC• 48.00 Reaction LE: 7,837.10 Reaction RE: 7,847.94 Minimum Shear: 1,961.99 Max TC Comp • 38,711.98 Max BC Tension 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 G,? Job Number. 5814-0005 - Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:04:37 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.111_f.11Nr. SV STRMG TUKWILA, WA Short Span Crimp 30K280/170 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: LL 240: BridgTC: 260.25 1390.38 1Max 18-3 518 Max BridgBC: 14-5 5/8 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 304.00 304.00 0.00 304.00 304.00 MWel 01n 5000d Len 2x Axial Load 16,771.68 16,089.99 38,711.98 13,678.76 14,099.49 Max Load Fillers TC: fa 7,045.15 11,280.14 27,139.64 9,589.71 5,922.66 39,053.89 Maximum K Ur 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 TC OAUR 383..6104 6104 y: 38 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 BC URz: 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_CIINr _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 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 U120 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) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 9:04:43 AM NEW MILLENNIUM Location: Joist Description: Mark: KII.III.nINn SYSTEMS TUKWILA, WA Short Span Crimp 30K280/170 TJ10 Geometry_ _ _ Base Length: 43-0 Working Length: 42-8 Joist Depth: 30.00 Effective Depth: 1 28.93 BC Panel Length: 9 @ 4-0 Shape: Parallel Chords J __ Variable Left End Right End - BC Panel 50 3-9 III1fiii 11JI11ll1 Ill.l.l11: 1111:111111.1.1171 11.1IIJICI[11.11111111111111111.1 TC Panel 3-0 2-5 - j , i 1111.-UIIJ-111111 //\,- First Half 1-2 1-1 �/ ,. First Diag. 6-2 4-10 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 43-0 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: Minimum Shear. 6,470.41 11,617.60 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 V1S 1,572.35 12,813.59 0.00 0.00 220.87 1,872.62 37.59 3-0 W3 1,572.35 12,813.59 13,396.42 1,916.14 789.31 5,733.04 32.14 5-0 W4 2,415.50 18,135.60 13,396.42 1,916.14 6,276.86 854.91 37.59 6-2 W5 2,415.50 18,135.60 20,004.77 2,845.18 745.77 5,488.49 37.59 8-2 W6 3,205.19 23,227.35 20,004.77 2,845.18 4,760.90 636.64 37.5910-2 W7 3,205.19 23,227.35 24,755.04 3,495.51 527.50 3,972.54 37.5912-2 W8 3,716.16 26,668.39 24,755.04 3,495.51 3,244.95 418.36 37.5914-2 W9 3,716.16 26,668.39 27,647.22 3,867.13 309.22 2,456.58 37.59 16-2 W10 3,948.42 28,458.73 27,647.22 3,867.13 2,101.68 291.03 37.5918-2 W11 3,948.42 28,458.73 28,543.08 3,960.03 291.03 2,101.68 37.59 20-2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. I 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: Ri.ni.rnni r.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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 1.00 Fy: 50,000.00 1K: Fb: 30,000.00 Mom of Inertia: 429.87 LL 360: 206.76 LL 240: 310.14 Max Bridg TC: 17-3114 Max Bridg BC: 19-0 3/4 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 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 : 404..2936 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 BCLIRz: 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 C 10AB = 1.125 x 0.756 x .077 * Symmetrical Joist G7 NEW MILLENNIUM R1.111-f11Nf: SVSTFMS 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 2-9 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 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 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 RI.111_OINfi SYSTEMS'. Geometry Base Length: 17-6 STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K2801170 Mark: TJ12 Working Length: 17-2 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 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 LI_J_I:LI:I:INTI:LLLIJ..LLLLIJ.ILLLLLLLLIJil_I,IJJ_LI:I:LI,LI..IJJ.Ila_LLII )LI_LIJ.IJ_L IJLLI_LL::INTI:I:LIpITLI 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 Summary Int. Panel TC: Max Panel BC: 20.00 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 VPS 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 STRESS ANALYSIS - PAGE 2 �,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM NEW N{ 1 L L E N N 1 U N1 Location: Joist Description: Mark: rit.ui_nwr. SYSTEMS TUKWILA, WA Short Span Round 14K2801170 TJ12 Chord Properties r 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 K: 1.00 Analysis Fy: 50,000.00 Fb: of Inertia: 30,000.00 1Mom 48.47 LL 360: 357.91 LL 240: 536.87 Max Bridg TC: 10-1 5/8 Max Bridg BC: 15-3 314 Top Chord Check End Panel LE First Panel LE Interior Panel First Panel RE End Panel RE Gap Between Chords: 14.63 20.00 20.00 20.00 11.38 0.5000 Length Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2X 0 5000 Axial Load 7,228.09 6,990.91 13,011.14 6,634.72 6,849.63 Max Load Fillers TC: fa 4,662.08 11,725.79 21,823.45 11,128.34 4,417.98 15,343.17 Maximum K Ur 57.24 78.28 46.79 78.28 46.10 Max Load no Fillers TC: Fcr 39,234.83 31,877.57 42,466.91 31,877.57 42,666.25 11,517.28 Fa 23,540.90 19,126.54 25,480.14 19,126.54 25,599.75 TC 263..8087 8087 : O 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 0.99881 BC Stress: 0.71 Panel Point Moment 767.66 780.50 0.00 783.37 757.01 BCtJRz: Mid Panel Moment 298.69 392.58 0.00 396.48421.17 77.7001 Panel Point fb 656.92 6957.20 0.00 6982.77 647.80 TC Shear Stress: Mid Panel fb 314.68 1452.92 0.00 1467.33 360.41 11,574.01 Fillers 0 0 3 0 0 BC Shear Stress: 13,204.88 Panel Point Stress 5,319.00 18,682.99 21,823.45 18,111.11 5,065.78 Mid Panel Stress 0.1096 0.6616 0.8565 0.6305 0.0984 Web Design Member Web Tension Allow Tension Web Comp 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 V1S 446.88 7,529.55 1,180.51 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W3 358.42 7,529.55 2,916.72 3,604.00 2.00 x 0.177 1 R056 = round 9/16 W4 2,331.25 5,947.89 270.60 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W5 270.60 5,947.89 2,267.61 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W6 1,682.15 5,947.89 182.78 2,341.68 2.00 x 0.170 1 R050 = round 1/2 W7 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 R050 = round 1/2 W10 908.34 5,947.89 908.34 2,341.68 2.00 x 0.170 1 R050 = round 1/2 * Symmetrical Joist NEW MILLENNIUM RI.tit_LIINC SVSTFINS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:10:47 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 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 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 0.9746 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+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 8/4/2014 9:32:38 AM NEW MILLENNIUM Location: Joist Description: Mark: 91.1u_MINr.. SY9TF'MS TUKWILA, WA Short Span Crimp 30K2801170 TJ20 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 3-8 1/2 4-8 1/2 TC Panel 2-5 1/2 2-11 1/2 t\ i sI '1- First Half 1-6 1-6 r _- 1 j, ,, ,�: First Diag. 5-2 1/2 6-2 1/2 _ Depth 30.00 30.00 Loads Loaci 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: Reaction RE: 6,525.85 16,528.76 Minimum Shear: 1,632.19 Max TC Comp.: Max BC Tension 28,910.68 129,130.64 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 17-21/2 W11 4,024.69 28,910.68 29,130.64 4,042.12 293.95 2,121.19 37.58 19-21/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 1 Length V2 Interior 280.00 1,194.16 28.91 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 9:32:38 AM NEW IV11 L L E N N 1 U M Location: Joist Description: Mark: RI.IILf_11N1. SY7F_MS TUKWILA, WA Short Span Crimp 30K280/170 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: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 449.52 LL 360: 210.00 LL 240: 315.00 Max Brid TC: 9 17-3 Max BridgBC: 20-11/2 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 Bending Load 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 Ur 77.38 92.85 40.45 109.74 94.26 Max Load no Fillers TC: Fcr 31,968.44 26,452.08 43,710.27 20,685.30 25,956.13 23,827.48 Fa 19,181.07 15,871.25 26,226.16 12,411.18 15,573.68 TC yy: 40088..241 241 7 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 Point fb 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 C 10AB = 1.125 x 0.756 x .077 Symmetrical Joist NEW MILLENNIUM R1.111_CIINr SVSTFMS 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 0-3 7/8 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def U80 0.00 Reqd TL Def U80 0.00 Live Load 170.00 Live Load 170.00 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 9:32:38 AM 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 M 1 L L E N N I U M Location: Joist Description: Mark: RtJu.nwr.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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 T-: - -/ r. 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: 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 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 9-5 1/2 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 W11 4,017.61 28, 837.54 29,167.48 4,043.76 293.95 2,121.19 37.58 19-5 1/2 " Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,193.92 28.91 STRESS ANALYSIS - PAGE 2 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: ni.ni_nwr.. SYSTEMS TUKWILA, 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: Fy: 1.00 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 Min Weld Len 2x 0 5000 Axial Load 9,343.28 8,933.34 28,837.54 9,980.21 10,513.02 Max Load Fillers TC: fa 8,417.37 8,048.05 25,979.76 8,991.18 9,471.19 29,402.15 Maximum K 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: 4008.2418.241OAL/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 I 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 R1.111_fllNf: SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 9:33:34 AM Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 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 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. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:29:02 AM NEW M 1 L L E N N 1 U M Location: Joist Description: Mark: FlI.111-f71Nf: SVSTFMS TUKWILA, WA Short Span Round 14K280/170 TJ23 Geometry Base Length: Working Length: 18-21/2 17-101/2 Joist Depth: 14.00 Effective Depth: 13.20 BC Panel Length: 8 @ 1-8 Shape: Parallel Chords Variable 7 Left End Right End __ BC Panel 1-8 7/8 3-1 5/8 I I:I:I[I 111111, [1.I_I_I.1.11 I[Il I 11.1 VI 1.1"1:111[1:1 I.LI I I I I l I LI 1_11 L 1:L1:1 IJ I-I_frum 11 I111:I 11111111.1 TC Panel 0-10 7/8 2-3 5/8 ,I /'• • •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 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 j Stress Analysis Summary Int. Panel TC: 20.00 Max Panel BC: 20.00 Reaction LE: 2,988.42 Reaction RE: Minimum Shear. 2,995.46 1748.86 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 0-107/8 W3 2,081.46 7,849.92 7,674.19 1,021.51 388.05 3,117.13 16.56 1-8 7/8 W4 1,279.88 10,164.27 7,674.19 1,021.51 2,531.66 300.23 16.56 2-6 7/8 W5 1,279.88 10,164.27 9,878.15 1,295.28 300.23 2,469.82 16.56 3-4 7/8 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 G Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:29:02 AM NEW MILLENNIUM Location:�/ Joist Description: Mark: Fil.11l_(IIMr. SYSTEMS w TUKWILA, WA Short Span Round 14K280/170 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: 1.00 Fy: Fb: 50,000.00 130,000.00 Mom of Inertia: 48.47 LL 360: 317.03 LL 240: 475.54 Max Bridg TC: 10-1 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 BendingLoad 280.00 0.00 0.00 0.00 280.00 Min Weld Len 2)C 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 TC OAL/Ry 274..69406940y: 27 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: 018 Panel Point Moment 755.34 783.82 0.00 902.58 902.58 BC URz: 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 Pan& 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 G7 NEW MILLENNIUM R1.111_f51Nf.. SVSTFM<. TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 141(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 1-3 7/8 BPL Length 2-8 5/8 Clear Bearing 0-4 1/2 Clear Bearing 0-6 5/8 BPL Material: A30B = 1.7970 x 0.158 BPL Material: A28B = 1.7350 x 0.150 Notal 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 0.9746 Section Modulus 0.9492 Reqd SM 0.0000 I 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) 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 Date Run: 8/4/2014 11:29:02 AM Mark: TJ23 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 8/41201410:05:28 AM NEW MILLENNIUM Location: Joist Description: Mark: Ai.iu_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 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 11:1111,1111,11 1.1.1:11.1:11,11.IJ I_ILI-LI.1.l:[I:L1.111L11:,1.1.11,I.1.1.1.111.1.1.11,1 ll.la_I-1j:1:IJ:i:IJ I-1.9 CI 111 I I-I;.I:1 l I-I:i l TC Panel 2-7 1/2 2-10 1/2 • 1 it 1 ' .. First Half 1-6 1-6 ,v,:..' I • \ / -- 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) 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 7-51/2 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 37.5811-51/2 W8 3,756.15 26,679.45 24,903.18 3,520.84 3,083.98 395.73 37.5813-51/2 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 37.5817-51/2 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 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8141201410:05:28 AM NEW M I L L E N N 1 U M Location: Joist Description: Mark: Pit oiLninr`.GY TEKns TUKWILA, WA Short Span Crimp 30K280/170 TJ28 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 MWel 015000d Len 2x.• Axial Load 10,594.41 10,230.22 28,837.54 11,166.05 11,639.39 Max Load Fillers TC: fa 5,132.45 9,216.41 25,979.76 10,059.50 5,638.69 29,402.15 Maximum K L/r 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 OAL/ 8.241Ryy: 4008.2417 F'e 274,371.13 87,154.25 174,913.73 73,594.09 226,055.84 Cm 0.9906 0.9471 0.9005 0.9317 0.9875 BC Stress: 0.93 Panel Point Moment 2506.87 2506.88 0.00 3007.55 3007.55 BC L/Rz: Mid Panel Moment 1420.59 1247.26 0.00 1489.18 1735.91 144.1009 Panel Point fb 1865.20 8657.96 0.00 10387.11 2237.71 TC Shear Stress: Mid Panel fb 1005.43 1775.47 0.00 2119.84 1228.61 13,896.50 Fillers 0 0 8 0 0 BC Shear Stress: 14,965.40 Panel Point Stress 6,997.65 17,874.37 25,979.76 20,446.62 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 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 G7 NEW MILLENNIUM nttit_1:'IINi. SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 30K280/170 Date Run: 8/41201410:05:28 AM Marls: 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) 1s • Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/201411:24:05 AM NEW M I L L E N N I U M Location: Joist Description: Mark: Flt.uLnwr.. SYSTEMS TUK1MLA, WA Short Span Crimp 16KA280/170 TJ33 Geometry Base Length: 21-5 Working Length: 21-1 Joist Depth: 16.00 Effective Depth: 15.18 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-10 1/2 3-3 1/2 (fl_I I=I 111111_1,111,11111_11111.111,1 L111,111,111.1.11I_l_IILILLLLI_ILLI_LILLI IIJJ 17=G I I uV„I_I=1 1I D LI TC Panel 2-2.1/2 2-4 1/2 ,11 First Half 1-9 1-6 First Diag. 4-7 1/2 4-9 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 21-5 Uniform (plf) LL (1) 170.00 170.00 TC + 0-0 21-5 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 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 V 1 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 2-101/2 W4 1,589.94 12,975.76 9,083.00 1,230.30 3,386.19 399.37 28.40 4-7 1/2 W5 1,589.94 12,975.76 13,594.98 1,783.60 242.24 2,160.52 28.40 6-7 1/2 W6 1,844.46 15, 240.64 13, 594.98 1,783.60 1,611.37 207.05 28.40 8-7 1/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,121.48 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: Date Run: INTERURBAN OFFICES - SHOPORDERS 18/4/201411:24:05 AM NEW NI 1 L L E N N 1 U N1 Location: Joist Description: Mark: ritiu,ninir.. 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: Fy. 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 166.90 LL 360: LL 240: Max Bridg TC. 266.69 1400.04 114-01/8 Max Bridg BC: 18-4 1/8 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 Bending Load 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 Ur 91.62 64.94 53.74 64.94 99.10 Max Load no Fillers TC: Fcr 27,020.41 36,627.98 40,348.42 36,627.98 24,354.74 11,000.07 Fa 16,212.25 21,976.79 24,209.05 21,976.79 14,612.84 TC 234.15 Ryy: 234.1554 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 L/Rz: 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 FI1,111_f.51Nf. 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 11:24:05 AM Mark: TJ33 [ 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 2-7 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 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 1.0094 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 STRESS ANALYSIS - PAGE 1 C,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:23:13 AM NEW MILLENNIUM Location: Joist Description: Mark: 141.111_O1IVf.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA2801170 TJ37 Geometry Base Length: 27-21/2 Working Length: 26-101/2 Joist Depth: Depth: FBC Panel Length: 16.00 1Effective 15.02 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-10 1/2 4-3 TC Panel 2-2 1/2 3-4 i_I I ILI I L I I-,:L I-111--1- I7zI lLIllJ I till !lull I J I IIRI1l 1_ First Half 1-9 2-4 -\_' % .-_ 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 Summary Int. Panel TC: 24.00 Max Panel BC: 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 V1S 1,078.49 9,178.39 0.00 0.00 288.68 1,374.06 17.02 2-21/2 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 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. 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 /MILLENNIUM Location: Joist Description: Mark: . B1.111_f7WG SVSTFMS TUKWILA, WA Short Span Crimp 16KA280/170 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 Bending Load 280.00 280.00 0.00 280.00 280.00 MWel 01n 5000d Len 2X: 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 Ur 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 TC 268.5395395 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 L/Rz: 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 1,1.60.39 3,350.75 2.00 x 0.077 1 C10AB = 1.125 x 0.756 x .077 * 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 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 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 1 Regd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5981 Mom of Inertia 1.5981 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) 1 Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 814/201411:21:14 AM NEW MILLENNIUM Location: Joist Description: Mark: RInLMINCI SYSTEMS TUKWILA, WA Short Span Crimp 301(280/170 TJ41 Geometry Base Length: 32-6_ Working Length: Joist Depth: 30.00 Effective Depth: 29.16 BC Panel Length: 7 @ 4-0 Shape: Parallel Chords _ __32-2 __ r Variable T Left End _ Right End BC Panel 2-10 1/2 3-10 1/2 1 1111.1-1[11-1-1 I Ill 11=.1 I 1.1 [ Hill I111 11_1.11 -1,j LIJ 1 [I 1.1 [I[I=I1L711.1=1 111111-11[1-1111,1 III 1 I1I l CIII_l 11 LII 1I 1 TC Panel 2-2 1/2 3-10 1/2 ' % ' First Half 1-9 0-0 :/ - 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 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 J Stress Analysis Summary Int. Panel TC: 24.00 Max Panel BC: 48.00 Reaction LE: 4,995.58 Reaction 4,999.46 RE: Minimum Shear: 1,249.86 Max TC Comp.: 16,843.25 Max BC Tension 16,512.35 Member TC Tension TC Compresion BC Tension BC 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 2-10 1/2 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. Length V2 Interior 280.00 1,133.76 29.16 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201411:21:14 AM NEW MILLENNIUM Location: Joist Description: Mark: ai.iu_nwr.. sysrFM5 TUKWILA, WA Short Span Crimp 30K2801170 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: Fb: 50,000.00 130,000.00 Mom of Inertia: 276.14 LL 360: 309.97 LL 240: 464.95 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 MWeld 015 00 Len 2X.• 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 18,813.83 349..4029 4029 TC : 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 L/Rz: 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 TC Shear Stress: Mid Panel fb 910.23 2494.07 0.00 671.35 4479.96 15,851.59 Fillers 0 0 8 0 1 BC Shear Stress: 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 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 R1.111_f]INf: SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: TUKWILA, WA Joist Description: Short Span Crimp 30K2801170 Date Run: 814/201411:21:14 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 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 1.0654 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) J Seat Type: Lapped (Reinforced) k _-�_ =_-- --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: 8/4/201411:11:22 AM NEW M 1 L L E N N I U M Location: Joist Description: Mark Fll.111_1111NC: SVSTFMS TUKWILA, WA Short Span Crimp 30K2801170 TJ45 Geometry Base Length: 36-11 Working Length: 36-7 Joist Depth: p 30.00 Effective Depth: 29.07 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-101/2 2-9 1/2 LIR III:I;LI:I I1.LI LIJ.._I_IJ,II_.I:LILI_JJJ I-LIJ1I-I:1.I II:IJJ:17.I:LL11IJ:1:I ILI.IIIILLLIII:I:1:I IiI:I_IJ:I:I:I:I:111:I:LI ISI I L_I: TC Panel 2-2 1/2 2-0 1/2 ,. First Half 1-9 1-6 ' ' 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 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 Summary 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 V1S 1,485.86 7,179.36 0.00 0.00 264.26 1,262.61 30.15 2-21/2 W3 1,485.86 7,179.36 8,736.24 1,241.43 779.32 5,731.98 35.86 2-10 1/2 W4 1,686.37 12,904.17 8,736.24 1,241.43 5,353.39 717.08 37.70 4-7 1/2 W5 1,686.37 12,904.17 14,619.30 2,061.98 608.16 4,556.18 37.70 6-7 1/2 W6 2,368.24 17,355.33 14,619.30 2,061.98 3,830.02 499.23 37.70 8-7 1/2 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 37.7012-71/2 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 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,156.66 29.07 STRESS ANALYSIS - PAGE 2 �,, Job Number. 5814-0005 [Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:22 AM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_f]INfi SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ45 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: 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 Bending Load 280.00 280.00 0.00 280.00 280.00 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 BC L/Rz: Mid Panel Moment 969.79 880.70 0.00 746.95 815.70 171.6124 Panel Point lb 1409.56 9006.71 0.00 7630.54 1194.18 TC Shear Stress: Mid Panel fb 811.35 1882.20 0.00 1596.35 682.44 15,295.15 Fillers 0 0 10 0 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 ll.11l_f11Nr. SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:11:22 AM Location: TUKWILA, WA LJoist Description: Short Span Crimp 30K280/170 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 2-6 1/2 BPL Length 2-4 1/2 Clear Bearing 0-3 7/8 Clear Bearing 0-3 3/4 BPL Material: A28B = 1.7350 x 0.150 BPL Material: A28B = 1.7350 x 0.150 Total Load 280.00 Total Load 280.00 Reqd TL Def L/80 0.00 Reqd TL Def L/80 0.00 Live Load 170.00 Live Load 170.00 Reqd LL Def L/120 0.00 Reqd LL Def L/120 0.00 Section Modulus 1.1953 Section Modulus 1.1953 Reqd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 1.5264 Mom of Inertia 1.5264 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 Mark: TJ45 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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: 8/4/201411:11:45 AM NEW MILLENNIUM Location: Joist Description: Mark: F71.111_nlNr. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ47 Geometry Base Length: 36-11 Working Length: 36-7 Joist Depth: 30.00 , _ _ _ __ Effective Depth: Panel Length: 29.07 IBC 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 • L 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 J -- Stress Analysis Summary 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.: 21,202.66 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 V1S 785.11 5,513.52 0.00 0.00 264.26 1,262.61 30.15 2-2 1/2 W3 785.11 5,513.52 8,736.24 1,241.43 779.32 5,731.98 35.86 2-10 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 20,838.06L 2,870.97 1,821.30 249.05 37.70 16-71/2 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,156.66 29.07 STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:45 AM NEW IV% 1 L L E N N 1 U NI Location: Joist Description: Mark: eiiii_ninir.. SYSTEMS TUKWILA, WA Short Span Crimp 30K2801170 TJ47 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: 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 End Panel RE Gap Between Chords: Length 24.50 29.00 24.00 27.00 22.50 1.1250 Bending Load 280.00 280.00 0.00 280.00 280.00 MWel 0�n 5000dLen 2x: Axial Load 5,685.27 5,513.52 21,202.66 5,356.85 5,535.62 Max Load Fillers TC: fa 6,601.57 6,402.14 24,619.90 6,220.21 6,427.80 22,261.66 Maximum K Ur 80.01 94.71 46.61 88.18 73.48 Max Load no Fillers TC: Fcr 31,309.44 25,949.99 42,656.07 28,318.47 33,690.82 16,651.95 Fa 18,785.66 15,570.00 25,593.64 16,991.08 20,214.49 TC 37.3URyy: 375.3509 F'e 126,418.73 90,229.30 131,741.05 104,091.69 149,892.03 Cm 0.9739 0.9645 0.8748 0.9701 0.9786 BC Stress: 0.97 Panel Point Moment 1755.65 1755.65 0.00 1484.63 1484.63 BC URz: Mid Panel Moment 970.99 881.98 0.00 749.04 817.63 171.6124 Panel Point fb 8988.26 8988.26 0.00 7600.75 7600.75 TC Shear Stress: Mid Panel fb 2075.16 1884.92 0.00 1600.81 1747.40 15,295.15 Fillers 0 0 8 0 0 BC Shear Stress: 17,9.98.97 Panel Point Stress 15,589.83 15,390.40 24,619.90 13,820.97 14,028.55 Mid Panel Stress 0.4170 0.4723 0.9620 0.4172 0.3726 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 FI.III.rINr. gv57FMS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:11:45 AM Joist Description: Mark: Short Span Crimp 30K280/170 TJ47 TCX Left 1 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 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 0.0000 Section Modulus 0.0000 1 Regd SM 0.0000 Reqd SM 0.0000 Mom of Inertia 0.0000 Mom of Inertia 0.0000 Reqd MI 0.0000 Reqd MI 0.0000 Seat Type: 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: 8/4/201411:34:27 AM NEW MILLENNIUM Location: Joist Description: Mark: 141.111_OI1,111 SYSTEMS TUKWILA, WA Short Span Crimp 28K2801170 TJ50 Geometry Base Length: 36-91/2 Working Length: 36-51/2 Joist Depth: Effective Depth: 28.00 127.02 BC Panel Length: 8 @ 4-0 fShape: I Parallel Chords Variable Left End Right End BC Panel 2-11 3/8 2-10 1/8 !_I1r1:11\1.1.,11 I I:1:I:I,j1.111:Il.I:.IaI 111.111,IImIa.I:I1.1.11I:I:I:LII:�I_I.1:1:1f.1_I1:1=1_111:1.11.1 L�1=1�fi:CI:1=11 :I.1 11. llU Lu:I[IzI:l:u TC Panel 2-2 3/8 2-2 1/8 1 First Half 1-6 1-6 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: 24.00 48.00 Reaction LE: 5,597.32 Reaction RE !Minimum Shear. 5,600.74 11,400.19 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 IV{ I L L E N N 1 U IV Location: Joist Description: Mark: NI111_f11Nn SSVS7FMS TUKWILA, WA Short Span Crimp 28K2801170 TJ50 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 L 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: Y 50,000.00 Fb: 30,000.00 Mom of Inertia: 312.79 LL 360: 241.13 LL 240: 361.70 Max Brid TC: 9 16-5 Max BridgBC: 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 Bending Load 280.00 280.00 0.00 280.00 280.00 Mn 0.50004 Len 2x: 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 L/r 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 OAURyy 364..29782976: 36 F'e 403,418.25 114,148.45 144,469.14 123,097.95 411,822.56 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 URz: 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 G7 NEW MILLENNIUM nhlll_DINr. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: Date Run: 5814-0005 INTERURBAN OFFICES - SHOPORDERS 8/4/2014 11:34:27 AM Location: TUKWILA, WA 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 2-6 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) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: TJ50 STRESS ANALYSIS - PAGE 1 0 [JOT, Number. 814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:35:01 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.ui.nwn SYSTEMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ55 Geometry -- Base Length: _ _ Working Length: 23-0 Joist Depth: 16.00 - - Effective Depth: 15.18 - - BC Panel Length: 5 © 4-0 - Shape: Parallel Chords _23-4_ Variable -J 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 � i ---- ,---'-,,- - / ,-. - - t,` i--- 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) 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 1-93/8 W3 2,997.45 6,541.63 8,925.43 4,138.05 1,838.90 4,051.05 19.35 2-8 3/8 W4 5,122.39 12,136.55 8,925.43 4,138.05 4,213.90 1,164.60 28.40 3-8 3/8 W5 5,122.39 12,136.55 14,651.81 5,973.87 1,007.42 3,128.43 28.40 5-8 3/8 W6 6,021.19 15,967.71 14,651.81 5,973.87 2,117.30 731.02 28.40 7-8 3/8 W7 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 L V2 Interior 300.00 1,085.98 15.18 NEW MILLENNIUM F1.111.01 Nf: SYSTEMS Chord Properties STRESS ANALYSIS - PAGE 2 Job Number. 1Job Name: 5814-0005 INTERURBAN OFFICES - iHOPORDERS Joist Description: Short Span Crimp 16KA260/160 Location: TUKWILA, WA Date Run: 8/4/20141:35:01 PM Mark: TJ55 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: Max Bridg BC: 13-10 1 /4 10-9112 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 6,829.84 6,541.63 15,967.71 6,170.07 6,427.79 fa 10,420.88 9,981.13 24,363.30 9,414.20 9,807.43 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 0.9538 0.8353 0.9592 0.9678 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 8 0 0 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 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: 0.92 BC URz: 187.8669 TC Shear Stress: 14,214.64 BC Shear Stress: 15,704.90 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 ymmetrical Joist NEW MILLENNIUM R1.111. f:11N1: SVSTF.MS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Name: 5814-0005 1Job 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 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 Date Run: 8/4/2014 1:35:01 PM Mark: TJ55 STRESS ANALYSIS - PAGE 1 �,,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:35:26 PM NEW MILLENNIUM Location: Joist Description: Mark: mmo_rLNr, sysrPMS 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 F 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 , ' ' ,.%� 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 1 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 G7 NEW MILLENNIUM A1.111_C1INr SYSTF_MS Chord Properties Job Number. 5814-0005 STRESS ANALYSIS - PAGE 2 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:35:26 PM Location: TUKWILA, WA Chord Area Rx Rz Ryy Joist Description: Short Span Crimp 16KA260/160 Mark: TJ55A 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: 10-91/2 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 6,829.84 6,541.63 15,967.71 6,170.07 6,427.79 fa 10,420.88 9,981.13 24,363.30 9,414.20 9,807.43 Maximum K L/r 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 0.9538 0.8353 0.9592 0.9678 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 8 0 Panel Point Stress 17,236.47 17,867.90 24, 363.30 17,013.98 Mid Panel Stress 0.5512 0.6251 1.0064 0.5678 0 16, 311.60 0.5230 Web Design Gap Between Chords: 1.1250 Min Weld Len 2)C 0 5000 Max Load Fillers TC: 16,025.28 Max Load no Fillers TC: 11,000.07 TC OAL/Ryy: 255.4422 BC Stress: 0.92 BC L/Rz: 187.8669 TC Shear Stress: 14,214.64 BC Shear Stress: 15,704.90 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 NEW MILLENNIUM Fil.11l_CIINr. SYSTEM TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:35:26 PM 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 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: ai.ni_nwr. SVSTBMS TUKWILA, WA Short Span Crimp 16KA260/160 TJ56 Geometry Base Length: 23-1 1/2 Working Length: 22-91/2 Joist Depth: Depth: 16.00 1Effective 15.185 _ _ BC Panel Length: @ 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 - - - - - i First Half 1-0 1-0 " i 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: Max Panel BC: 24.00 148.00 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 3-83/8 W5 4,590.72 11,648.41 13,987.96 5,250.39 940.35 3,153.26 28.40 5-83/8 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 L 15.18 STRESS ANALYSIS - PAGE 2 0 Job Number: 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4120141:36:07 PM NEW MILLENNIUM Location: Joist Description: Mark: fillll_DW❑ 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 Min Weld Len 2X.0.5000 Axial Load 6,605.91 6,317.82 15,128.67 5,138.36 5,389.63 fa 10,079.20 9,639.64 23,083.11 7,840.04 8,223.42 Max Load Fillers TC: 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 Tc 253..12841284 F'e 152,072.88 107,914.42 99,108.91 129,448.37 173,771.73 0.9669 0.9553 0.8440 0.9697 0.9763 1. Stress: BCm 1.00 Panel Point Moment 877.70 1015.64 0.00 913.91 807.98 BCL/Rz: 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 NEW MILLENNIUM flI II _(II Nf: SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number: Name: 5814-0005 'Job INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Crimp 16KA260/160 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 L/80 0.05 Reqd TL Def L/80 0.00 Live Load 160.00 Live Load 160.00 Reqd LL Def U120 0.03 Reqd LL Def L/120 0.00 Section Modulus 0.1288 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 Date Run: 8/4/2014 1:36:07 PM Mark: TJ56 STRESS ANALYSIS - PAGE 1 ',,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:44 PM NEW N11 L L E N N 1 U M Location: Joist Description: Mark: 6I.uLnwr.. 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 - - - - 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: Max Panel BC: 24.00 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 VIS 2,753.86 6,317.82 0.00 0.00 424.27 1,249.28 18.75 1-93/8 W3 2,753.86 6,317.82 8,613.28 3,798.26 1,684.23 3,909.91 19.35 2-8 3/8 W4 4,590.72 11,648.41 8,613.28 3,798.26 4,271.98 1,097.48 28.40 3-8 3/8 W5 4,590.72 11,648.41 13,987.96 5,250.39 940.35 3,153.26 28.40 5-8 3/8 W6 5,106.24 15,128.67 13,987.96 5,250.39 2,330.21 783.22 28.40 7-8 3/8 W7 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 G,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:36:44 PM NEW MILLENNIUM Location: Joist Description: Mark: ei.u1_owr.. 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: 240: 211.11 ILL 316.66 Max BridgTC: 13-1012 Max BridgBC: 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 Min weld Len 2X.• 0.5000 Axial Load 6,605.91 6,317.82 15,128.67 5,138.36 5,389.63 Max Load Fillers TC: 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 21,380.36 253..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 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 Rl.11t_lll r. I SVSTFMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:36:44 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA260/160 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 L/80 0.05 Reqd TL Def U80 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 1 Regd 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 0 Job Number. --- -- 5814-0005 Job Name: --- _-- INTERURBAN OFFICES - SHOPORDERS Date Run: ---- - -- -- 814/201411:39:12 AM NEW /MILLENNIUM Location: Joist Description: Mark: R1.111_nlNf: SYSTEMS TUKWILA, WA Short Span Round 14K2801170 TJ59 Geometry Base Length. 20-7 Working Length. 20-3 _ _ Joist Depth. Effective Depth. 14.00 1 13.18 BC Panel Length. 10 @ 1-8 Shape. Parallel Chords Variable Left End Right End BC Panel 2-0 1/8 1-10 7/8 fill I: 1111-1 III7_rII 1J:LI 1.:171[ 1111-1-111 Ii11:1111.11:111-1 11 1[111 LI I ILi:a=1_I I I I[ITLl-1 I IfI I:11 TC Panel 1-2 1/8 1-0 7/8 LI.I.Ll=I III I1_I E , i . 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: 832.21 Max TC Comp.: 16,642.98 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 V 1 S 2,838.41 7,283.40 0.00 0.00 449.97 1,162.91 16.55 1-2 1/8 W3 2,838.41 7,283.40 6,604.97 899.36 442.06 3,489.45 16.55 2-01/8 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 5-41/8 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. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:39:12 AM NEW M 1 L L E N N I U M Location: Joist Description: Marls: Ri.m_nwr SYSTEMS TUKWILA, WA Short Span Round 14K2801170 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: Fy: 1.00 150,000.00 Fb: 30,000.00 Mom of Inertia: 50.46 LL 360: 227.04 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: 12.13 20.00 20.00 20.00 10.88 0.5000 Length Load 280.00 0.00 0.00 0.00 280.00 015 Wel Len 2X.• MBending Axial Load 7,503.76 7,283.40 16,642.98 7,111.92 7,323.70 Max Load Fillers TC: fa 4,661.88 11,112.92 25,393.62 10,851.27 4,550.01 17,088.70 Maximum K Ur 45.34 74.79 44.78 74.79 44.65 Max Load no Fillers TC: Fcr 42,867.71 33,132.21 43,025.89 33,132.21 43,064.49 13,159.20 Fa 25,720.63 19,879.33 25,815.53 19,879.33 25,838.70 TC OAL 301.35 Ryy: 301.3542 1,649,287.50 142,716.83 142,716.83 142,716.83 2,050,224.13 F'e 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 BC L/Rz: 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 RI.111.(IINf: SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 14K280/170 Location: TUKWILA, WA TCX Left 1 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 Date Run: 8/4/2014 11:39:12 AM Mark: TJ59 NEW MILLENNIUM R1.111_DINr. SYSTEMS Geome STRESS ANALYSIS - PAGE 1 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 11:54:58 AM Location: TUKWILA, WA Joist Description: Short Span Round 14K280/170 Mark: TJ59A Base Length: 20-7 Working Length: 20-3 Joist Depth: 14.00 Effective Depth: 13.18 BC Panel Length: 10 @ 1-8 1Shape: Parallel Chords Variable Left End Right End I:I:I:I:I;11:1_Il.I:1:1(I:I-I-I:IIIII:11:1-1-I:1:ICfl.l.1:I:III:1:1:1.I:I:fD:l:I:11:I:f]Il-I:L1:1:1;p:,Il:L1:1:111:1:1:Il:I:I: 0:0:lll]I:I:1-1:1:1-Ialllrl - / •.., BC Panel 2-1 1/8 1-9 7/8 TC Panel 1-3 1/8 0-11 7/8 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) 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 Summa Int. Panel TC: 20.00 Max Panel BC: 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 V1S 2,890.19 7,419.04 0.00 0.00 455.73 1,177.55 16.55 1-31/8 W3 2,890.19 7,419.04 6,781.26 922.95 446.46 3,526.49 16.55 2-1 1/8 W4 1,951.82 10,516.68 6,781.26 922.95 2,940.73 358.59 16.55 2-11 1/8 W5 1,951.82 10,516.68 9,935.22 1,339.15 358.59 2,886.50 16.55 3-91/8 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 ymmetrical Joist STRESS ANALYSIS - PAGE 2 „ Job Number. fJob Name: 5814-0005 I INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:54:58 AM NEW MILLENNIUM Location: Joist Description: Mark: HLIII_MINI: SYSTEMS TUKWILA, WA Short Span Round 14K2801170 TJ59A 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: 227.04 LL 240: 340.56 Max Bridg TC: 10-2 7/8 Max BridgBC: 12-11 12 1 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 280.00 0.00 0.00 0.00 280.00 Min Wel: 0.5000d Len 2x Axial Load 7,646.26 7,419.04 16,641.21 6,973.20 7,178.12 Max Load Fillers TC: fa 4,750.41 11,319.87 25,390.92 10,639.60 4,459.56 17,088.70 Maximum K L/r 49.08 74.79 44.78 74.79 44.65 Max Load no Fillers TC: Fcr 41,779.55 33,132.21 43,025.89 33,132.21 43,064.49 13,159.20 Fa 25,067.73 19,879.33 25,815.53 19,879.33 25,838.70 Tc 301..35423542 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 0.99911 BC Stress: 0.97 Panel Point Moment 759.11 782.80 0.00 784.67 752.18 BC L/Rz: Mid Panel Moment 353.45 395.71 0.00 398.24 468.79 77.7001 Panel Point fb 639.71 6078.70 0.00 6093.19 633.87 TC Shear Stress: Mid Panel fb 297.86 1274.56 0.00 1282.72 395.06 12,117.00 Fillers 0 0 5 0 0 BC Shear Stress: 15,275.08 Panel Point Stress 5,390.12 17,398.58 25,390.92 16,732.79 5,093.43 Mid Panel Stress 0.1048 0.6114 0.9836 0.5772 0.0995 Web Design 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 * Symmetrical Joist NEW MILLENNIUM RI.IILr11Nr. SVSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. Job Name: 5814-0005 INTERURBAN OFFICES - SHOPORDERS Location: Joist Description: TUKWILA, WA Short Span Round 14K2801170 Date Run: 8/4/2014 11:54:58 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 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 1.0353 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: 8/4/20141:37:03 PM NEW N{ I L L E N N 1 U M Location: Joist Description: Mark: ntniowr.. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ62 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 y - - - - - - - - " 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 VIS 2,755.04 6,669.03 0.00 0.00 404.44 1,298.09 18.74 1-9 3/8 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. Length V2 Interior 280.00 1,129.96 15.18 STRESS ANALYSIS - PAGE 2 0 5814-0005 Name: Job Number. 1Job INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/20141:37:03 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.111_f11Nr. SVSTFMS 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: 50,000.00 Fb: 30,000.00 Mom of Inertia: 72.02 LL 360: 227.25 LL 240: 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 Bending Load 280.00 0.00 0.00 0.00 280.00 Min Weld 0 5000 Len 2X: 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 L/r 72.46 86.01 53.74 78.53 67.78 Max Load no Fillers TC: Fcr 33,972.99 29,053.71 40,348.42 31,777.42 35,633.93 11,000.07 Fa 20,383.79 17,432.22 24,209.05 19,066.45 21,380.36 253..1284 1284 Tc : F'e 152,072.88 107,914.42 99,108.91 129,448.37 173,771.73 Cm 0.9650 0.9529 0.8349 0.9676 0.9747 BC Stress: 0.93 Panel Point Moment 945.21 1093.77 0.00 984.21 870.13 BCL/Rz: Mid Panel Moment 412.28 523.43 0.00 359.08 561.66 187.8669 Panel Point fb 7339.86 8493.44 0.00 7642.65 6756.83 TC Shear Stress: Mid Panel fb 1327.94 1685.92 0.00 1156.58 1809.08 14,505.51 Fillers 0 0 8 0 0 BC Shear Stress: 16,026.27 Panel Point Stress 17,989.29 18,668.95 24,427.29 16,036.94 15,564.16 Mid Panel Stress 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 NEW MILLENNIUM R1.111_1_11Nr. SYSTEMS TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/412014 1:37:03 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 Mark: TJ62 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 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 0.1288 Section Modulus 0.0000 Reqd SM 0.0140 Reqd SM 0.0000 Mom of Inertia 0.1308 Mom of Inertia 0.0000 Reqd MI 0.0017 Reqd MI 0.0000 Seat Type: Lapped 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: 8/4/20141:37:19 PM NEW MILLENNIUM Location: Joist Description: Mark: ni.ni_nwr. SYSTEMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ63 Geometry Base Length: 23-4 Working Length: 23-0 Joist Depth: Depth: Panel Length: 15.16 IBC 16.00 lEffective 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 i -. 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) 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: Panel BC: 24.00 1Max 48.00 Reaction LE: 4,030.16 Reaction RE: 3,916.03 Minimum Shear. 1,007.54 Max TC Comp.: Max BC Tension 16,875.63 117,421.17 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 1-9 3/8 W3 3,000.95 6,901.83 9,412.09 4,142.89 1,839.73 4,252.13 19.33 2-8 3/8 W4 5,128.37 12,820.06 9,412.09 4,142.89 4,480.76 1,165.57 28.39 3-8 3/8 W5 5,128.37 12,820.06 15,475.93 5,980.85 1,008.26 3,293.88 28.39 5-8 3/8 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 4,7 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:37:19 PM NEW MILLENNIUM Location: Joist Description: Mark: Rl.11t.minin SV STEMS TUKWILA, WA Short Span Crimp 16KA280/170 TJ63 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: 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 0in000d Len 2x.• 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 TC OAL/ Ryy: 2449.8329.832 1 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 0.00 537.76 348.63 187.8669 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 HIJIL_171Nr. SYSTEMS. TCX Design Job Number. 5814-0005 STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 1:37:19 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 16KA280/170 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 U120 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 Case 6a: DL+CL+0.85(TL)+WL+AX Case 6b: DL+CL+0.85(TL)+WL-AX Case 6c: DL+CL+0.85(TL)+WL+AX+IP Case 6d: DL+CL+0.85(TL)+WL-AX+IP Case 6e: DL+CL+0.85(TL)+SM+AX Case 6f: DL+CL+0.85(TL)+SM-AX Case 7a: DL+CL+0.85(TL)+0.75(WL+AX+LL) Case 7b: DL+CL+0.85(TL)+0.75(WL-AX+LL) Case 7c: DL+CL+0.85(TL)+0.75(WL+AX+LL+IP) Case 7d: DL+CL+0.85(TL)+0.75(WL-AX+LL+IP) Case 7e: DL+CL+0.85(TL)+0.75(SM+AX+LL) Case 7f: DL+CL+0.85(TL)+0.75(SM-AX+LL) Case 8a: DL+CL+0.85(TL)+0.75(WL+AX+SL) Case 8b: DL+CL+0.85(TL)+0.75(WL-AX+SL) Case 8c: DL+CL+0.85(TL)+0.75(WL+AX+SL+IP) Case 8d: DL+CL+0.85(TL)+0.75(WL-AX+SL+IP) Case 8e: DL+CL+0.85(TL)+0.75(WL+AX+SL+SM) Case 8f: DL+CL+0.85(TL)+0.75(WL-AX+SL+SM) Case 9a: 1.2(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 Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:48:36 AM NEW MILLENNIUM Location: Joist Description: Mark: RI.III.f.IINI: SYSTEMS TUKWILA, WA Short Span Crimp 28K280/170 TJ68 - Geometry Base Length: 36_51/2 Working Length: 36-1 1/2 Joist Depth: Depth: 28.00 1Effective 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 mum l 1111.1 I I.I i flli:i l:.i I IJ:1.1:I LI 1 I. I LI i I:11.1II.I IJ 1 I LI I.II_I.1.1,111,11111.11.1.1 I I I III 11111 III I LL I TC Panel 3-3 3/8 2-11 1/8 I / j First Half 2-0 2-0 •' I l-' 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 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: 24.00 Max Panel BC: 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 17,73600 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 14-63/8 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 C Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201411:48:36 AM NEW MILLENNIUM Location: Joist Description: Mark: 61.111-MING SV TF_MS TUKWILA, WA Short Span Crimp 28K2801170 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: 1.00 F : 50,000.00 Fb: 30,000.00 Mom of Inertia: 298.83 LL 360: 236.81 ILL 240: 355.21 1Max BridgTC: Max Brid16-01/8 18-81/2 BC: 1 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 Mn Weld 0.i5000 Len 2x: 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 yy: 3770.6480.648OAL/4 F'e 172,277.77 49,890.10 131,741.05 58,551.57 219,320.83 Cm 0.9829 0.8808 0.8706 0.9080 0.9880 BC stress: 0.95 Panel Point Moment 3444.71 3444.71 0.00 2875.80 2875.80 BC L/Rz: 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 G7 NEW MILLENNIUM Fi1.Il1_mINr. SVSTR_MS TCX Design Job Number. 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Crimp 28K2801170 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 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 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 11:48:36 AM Mark: TJ68 STRESS ANALYSIS - PAGE 1 �,, Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:14:55 PM NEW MILLENNIUM Location: Joist Description: Mark: RIIILMIMr.. SYSTEMS TUKWILA, WA Short Span Round 14K3001180 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 II_Irl__Illl_l 11_IIII I_IITI_111_I.1.11.1.1111.IT.111II_lIT.1_IIII I_I 1.111.1-1.11-1-111_I_L11.1_I11=III_I_11:11.1.1,.11.1.1]1-LI-L.I_I-111.1_I_I TC Panel 1-3 1/8 0-11 7/8 • . ' 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 (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: 3,525.15 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 4-71/8 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:14:55 PM NEW MILLENNIUM Location: Joist Description: Mark: R1.111_n1Nr SYSTEMS TUKWILA, WA Short Span Round 14K3001180 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 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 0r5000dLen 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 292.07Ryy: 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 TC Shear Stress: Mid Panel fb 312.65 1203.55 0.00 1212.32 414.55 11,757.34 Fillers 0 0 5 0 0 BC Shear Stress: 14,202.27 Panel Point Stress 5,435.76 16,539.65 24,521.20 15,879.54 5,125.33 Mid Panel Stress 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 MILLENNIUM RLIII.IIINr s.V STFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:14:55 PM Location: TUKWILA, WA Joist Description: Short Span Round 141(300/180 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 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 1.0918 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) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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 N{ 1 L L E N N 1 U N1 Location: Joist Description: Mark: ei.ui_ninon SVST6MS TUKWILA, WA Short Span Crimp 16KA280/170 TJ73A Geometry Base Length: 25-51/2 Working Length: 25-1 1/2 Joist Depth: Depth: 16.00 1Effective 15.07 BC Panel Length: 5 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-3 3/8 2-4 1/8 TC Panel 2-6 3/8 2-2 1/8 I IJ I_I-IJ I_I“111.1-IJ_111.1.1-IJllll \ `� ILII 1-IE.11111_I..IJII \� II hI.]_Cl ll I1-1ILLJ11.J-I-1-1-I_ I-I-I-111LIIIII-I:II II:I I I I�I �. First Half 1-10 2-0 \, ��/ ice' �. 7 ��.. ,fes v .:--,,I..- First Diag. First 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 V1S 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 28.34 11-13/8 * Symmetrical Joist Standard Verticals Member Position Max Tension Max Comp. Length V2 Interior 280.00 1,146.49 15.07 STRESS ANALYSIS - PAGE 2 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/41201412:24:28 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.III_rIINr S.YSTF_M5. 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: Fy: 1.00 50,000.00 Fb: Mom of Inertia: 30,000.00 188.80 LL 360: LL 240: 209.17 1313.76 Max Bridg TC: 14-10 1 /8 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 BendingLoad 280.00 280.00 0.00 280.00 280.00 0 5n 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 L/Rz: Mid Panel Moment 1391.91 1007.42 0.00 665.51 1038.70 171.6124 Panel Point fb 1671.75 10682.07 0.00 7221.82 1130.22 TC Shear Stress: Mid Panel fb 1164.50 2153.01 0.00 1422.29 869.00 11,528.23 Fillers 0 0 4 0 0 BC Shear Stress: 13,628.59 Panel Point Stress 7,119.07 21,738.30 22,987.91 16,043.34 5,353.00 Mid Panel Stress 0.3755 0.8572 0.8982 0.5448 0.2477 Web Design 1 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 R1.111_r31Nr SV.STFMS 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 12:24:28 PM Mark: TJ73A 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 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 STRESS ANALYSIS - PAGE 1 ' Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:19:39 PM NEW M I L L E N N I U M Location: Joist Description: Mark: Ruui_nw❑ Sv5TEM5 TUKWILA, WA Short Span Crimp 28K3001180 TJ74 Geometry Base Length: 36-51/2 Working Length: 36-1 1/2 Joist Depth: 28.00 Effective Depth: 27.02 BC Panel Length: 8 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 2-9 3/8 3-0 1/8 LLI-111 I1:PI-I_LL111 III L111 I I I I .1 1 I 1.1.111.IJ_111.LLI.U11J • 11.1 LLLI:LIJ I 11l1I[CIaI_I_I[I.I.I.1r6 TC Panel 2-0 3/8 2-2 1/8 -1_L1.111 `` \ / ,, I . 1 I .1J \ ' ` First Half 1-4 1-4 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: Reaction LE: 48.00 !Reaction Reaction RE: 5,915.28 Minimum Shear. Max TC Comp.: 1,478.82 123, 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 V1S 1,326.72 7,661.11 0.00 0.00 277.34 1,259.84 28.48 2-03/8 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: 81412014 12:19:39 PM NEW 'MILLENNIUM Location: Joist Description: Mark: FlIJII_1:71Nf SYSTEMS TUKWILA, WA Short Span Crimp 28K3001180 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 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: 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: 22.38 25.00 24.00 26.00 24.13 1.1250 Length Bending Load 300.00 300.00 0.00 300.00 300.00 Id Len 2x: 015000 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 TC OALM yy: 3660.9670.9671 478,760.94 133,142.75 144,469.14 123,097.95 411,822.56 F'e 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 BCURz: Mid Panel Moment 935.73 651.34 0.00 710.62 1110.65 162.9881 Panel Point fb 1067.45 6023.78 0.00 6700.62 1187.39 TCShearStress: Mid Panel fb 731.88 1198.91 0.00 1308.01 868.70 14,500.72 Fillers 0 0 6 0 0 BC Shear Stress: 18,015.25 Panel Point Stress 5,173.59 14,052.61 24,864.10 15,184.67 5,537.24 Mid Panel Stress 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.11l_OING SYSTEMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/2014 12:19:39 PM Location: TUKWILA, WA Joist Description: Short Span Crimp 28K300/180 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 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:31:54 PM NEW MILLENNIUM Location: Joist Description: Mark: 81.111_L'91Nf 5Y..7FMs TUKWILA, WA Short Span Crimp 16KA300/180 TJ77 Geometry Base Length: 20-91/2 Working Length: 20-51/2 Joist Depth: Depth: 16.00 1Effective 15.18 BC Panel Length: 4 @ 4-0 Shape: Parallel Chords Variable Left End Right End BC Panel 3-01/8 3-1 3/8 fllI I I I L_I[I_I 1,1:11=I;IJ[1 IrI_I;1:1I111,111_Il 1,11111111:11 L11,11111 III 1i,I111_1.111.1_I 1 I I L1,1_1111,11111,141,1,11111,1 TC Panel 2-2 1/8 2-2 3/8 i First Half 1-4 1-4 • 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 V1S 2,315.90 8,715.88 0.00 0.00 298.61 1,411.02 18.18 2-2 1/8 W3 2,315.90 8,715.88 9,057.45 1,149.60 435.39 3,676.90 22.06 3-01/8 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 C Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:31:54 PM NEW MILLENNIUM Location: Joist Description: Mark: 111.111- NNG SYSTEMS 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 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: 50,000.00 1Fb: 1.00 1Fy: 30,000.00 Mom of Inertia: 66.90 LL 360: 291.89 LL 240: Bridg TC: 437.83 1Max 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 BendingLoad 300.00 300.00 0.00 300.00 300.00 Min Weld Len 2X' 0.5000 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 Ur 90.22 97.23 53.74 60.46 91.16 Max Load no Fillers TC: Fcr 27,526.81 25,014.53 40,348.42 38,156.59 27,189.04 11,000.07 Fa 16,516.09 15,008.71 24,209.05 22,893.96 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 Mid 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 C10A B = 1.125 x 0.756 x .077 ' Symmetrical Joist NEW MILLENNIUM R1.111_r1IN1: SYSTRMS 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 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 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) r s Seat Type: Lapped (Reinforced) .�_ s �_ _� - - • _ - - - - - _ . � _ _ - _ .z - = -�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 Date Run: 8/4/2014 12:31:54 PM Mark: TJ77 STRESS ANALYSIS - PAGE 1 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 814/201412:34:49 PM NEW M I L L E N N 1 U M Location: Joist Description: Mark: nt.11l_IIIN(.. SYSTEMS TUKWILA, WA Short Span Round 10K300/180 TJ80 Geometry Base Length: 11-31/2 Working Length: 10-11 112 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 2-2 3/8 11111111111 1111111111 11111111111 11 TC Panel 1-7 1/8 1-4 3/8 _I1I_1 -------,/ ' 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 (plf) DL (1) 120.00 120.00 TC + 0-0 11-3 1/2 Uniform (plf) LL (1) 180.00 180.00 TC + 0-0 11-3 1/2 Conc @ any pp (lbs) CL (1) 500.00 0.00 TC + 5-7 3/4 0-0 Axial (lbs) SM (1) 4,000.00 0.00 TC + 0-0 0-0 Uniform (plf) SM (1) 15.00 15.00 TC + 0-0 11-3 1/2 Gross Uplift (plf) WL (2) 42.00 42.00 TC - 0-0 11-3 1/2 Stress Analysis Summary 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 2-51/8 W4 2,517.05 8,950.61 5,765.37 666.01 1,325.86 110.46 13.59 3-31/8 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 * Symmetrical Joist STRESS ANALYSIS - PAGE 2 0 Job Number. 5814-0005 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:34:49 PM NEW MILLENNIUM Location: Joist Description: Mark: rauut_nwo SYSTEMS TUKWILA, WA Short Span Round 101(300/180 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 Mn Wel 0/5000d 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 Ur 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 Etc 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 RI.111_OINf. SVSTFMS TCX Design STRESS ANALYSIS - PAGE 3 Job Number. 5814-0005 Location: TUKWILA, WA Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 101(300/180 Date Run: 8/4/2014 12:34:49 PM 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 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 I Reqd MI 0.0000 Seat Type: Lapped (Reinforced) Seat Type: Lapped (Reinforced) Load Combinations Case 1: DL Case 2a: LL Case 2b: SL Case 3a: DL+CL+TL+LL Case 3b: DL+CL+TL+SL Case 3c: DL+CL+TL+LL+FEM Case 3d: DL+CL+TL+SL+FEM Case 3e: DL+CL+TL+LL Case 3f: DL+CL+TL+SL Case 4a: DL+WL+AX Case 4b: DL+WL-AX Case 4c: DL+WL+AX+IP Case 4d: DL+WL-AX+IP Case 4e: DL+SM+AX Case 4f: DL+SM-AX Case 5a: 0.6(DL)+WL+AX Case 5b: 0.6(DL)+WL-AX Case 5c: 0.6(DL)+WL+AX+IP 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: 8/4/201412:35:18 PM NEW MILLENNIUM Location: Joist Description: Mark: mitt.nwc 9v5TFIM TUKWILA, WAShort Span Round 10K3001180 TJ81 Geometry Base Length: 11-3 Working Length: 10-11 Joist Depth: 10.00 Effective Depth: 9.21 BC Panel Length: 4 @ 1-8 1Shape: Parallel Chords Variable Left End Right End BC Panel 2-51/8 2-1 7/8 I CCI_LI 1111 I.H [I.I.1.111-1.rr[ I_LI11:I;f LUI;I I:I :I:I;17:I1 I I:I.I.I11:III:I I:I-I.I I:L1_11,1.1,1.11.111.1-1.111 LIII 1_1 TC Panel 1-7 1/8 1-3 7/8 --, . First Half 0-10 0-10 _, First Diag. 3-3 1/8 2-11 7/8 Depth 10.00 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 Job Name: INTERURBAN OFFICES - SHOPORDERS Date Run: 8/4/201412:35:18 PM NEW MILLENNIUM Location: Joist Description: Mark: RI.111.01Nr SYSTEMS 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 A166 = 1.3750 x 0.102 BC 0.2597 0.4298 0.2574 0.7767 0.3969 0.0480 0.9471 A166 = 1.3750 x 0.102 Axial and Bending Analysis K: Fy: 1.00 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 Bending Load 300.00 0.00 0.00 0.00 300.00 Mn 015 00ld Len 2X: Axial Load 7,458.77 7,011.40 9,553.33 6,609.83 7,018.04 Max Load Fillers TC: fa 5,061.59 13,499.03 18,393.02 12,725.90 4,762.51 12,829.47 Maximum K Ur 66.53 77.70 77.70 77.70 53.90 Max Load no Fillers TC: Fcr 34,852.79 31,173.78 31,173.78 31,173.78 38,723.01 9,812.15 Fa 20,911.67 18,704.27 18,704.27 18,704.27 23,233.80 168..6559 6559 TC : F'e 812,211.94 132,181.47 132,181.47 132,181.47 1,237,270.13 Cm 0.9969 0.9489 0.9068 0.9519 0.9981 BC Stress: 0.47 Panel Point Moment 839.31 839.31 0.00 837.02 819.65 BCL/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 R1.111.1'11Nr. SYSTEMS TCX Desitin Job Number: 5814-0005 Location: TUKWILA, WA STRESS ANALYSIS - PAGE 3 Job Name: INTERURBAN OFFICES - SHOPORDERS Joist Description: Short Span Round 10K300/180 Date Run: 8/4/2014 12:35:18 PM Mark: TJ81 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 1 Regd SM 0.0000 1 Regd 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 Detailing Report: INTERURBAN OFFICES [5814-0005] - SHOPORDERS TUKWILA, WA Mark Quantity Description Base Length BC Unbraced Bridg Rows XB Req TC Width Seat BDL Seat BDR G1 2 28G4N12.3K1.9 26-11/2 24.3 71/8 71/2 71/2 G10 1 28G4N9.8K1.3 22-10 26.5 6 5/16 7 1/2 7 1/2 G11 2 28G4N11.4K1.7 26-2 1/2 26.3 7 5/16 7 1/2 7 1/2 G12 1 28G4N8.9K1.2 22-10 27.7 6 7/8 7 1/2 7 1/2 G13 1 28 G4 N 6.3 K 1 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 14K2801170 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 2 1/2 2 1/2 J18A 1 30K280/170 43-11 1/2 2/4 5 1/4 2 1/2 2 1/2 J19 13 30K280/170 43-11 1/2 2/3 5 21/2 21/2 J19A 15 30K280/170 43-11 1/2 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 14K2801170 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 [5814-00051 - 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 2 1/2 2 1/2 J5 1 14K280/170 17-91/2 1/2 31/4 21/2 21/2 J51 2 28K280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J52 2 28K280/170 37-0 3/4 2/3 4 5/8 2 1/2 2 1/2 J53 3 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J53A 1 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J54 3 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J54A 1 16KA260/160 23-4 1/3 4 2 1/2 2 1/2 J57 3 16KA260/160 23-4 3/4 1/3 4 1/8 2 1/2 2 1/2 J57A 3 16KA260/160 23-4 3/4 1/2 4 5/8 2 1/2 2 1/2 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 J58B 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 17-91/2 1/3 31/4 21/2 21/2 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 28K300/180 36-8 3/4 2/3 415/16 21/2 21/2 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 2/4 415/16 21/2 21/2 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 3 1/4 2 1/2 2 1/2 J9 5 30K280/170 43-31/4 2/3 415/16 21/2 21/2 J9A 1 30K280/170 43-31/4 2/4 5 1/4 2 1/2 2 1/2 TJ10 1 30K280/170 43-0 2/3 4 15/16 2 1/2 2 1/2 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 4 15/16 2 1/2 2 1/2 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 21/2 21/2 TJ56 3 16KA260/160 23-1 1/2 1/3 4 21/2 21/2 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 2 281(280/170 36-51/2 2/3 4 7/16 2 1/2 2 1/2 TJ70 1 141(300/180 20-7 1/3 3 1/2 2 1/2 2 1/2 TJ73A 1 16KA280/170 25-5 1/2 1/3 4 7/16 2 1/2 2 1/2 TJ74 1 28K300/180 36-5 1/2 2/3 4 5/8 2 1/2 2 1/2 TJ77 1 16KA300/180 20-9 1/2 1/2 4 2 1/2 2 1/2 TJ80 1 101(300/180 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 cpo .4 OA C UGHLONPORTERLU[ 1EE STRUCTURAL • CIVIL • SEISMIC ENGINEERING Supplemental Structural Calculations for the Interurban Office Buildings A, B, C, D, E Mezzanine Revision Fuller Sears REVIEWEL March 27, 2014 'ODE GOMPLI"�\ ._ APPROVED JUN 12 2014 S101203-02 Prepared by: ETL RECEIVED CITY OF TUKWILA APR 1 / 2014 PERMIT CENTER City of Tukwila BUILDING DIVISION RE\S\OM N0.1- bl I -ZNN O rg4 COGHLINPGRL1 ERLUNDEEN STRUCTURAL • CIVIL • SgSVIC ENGINEERING Interurban Office Supplemental Structural Calculation Overview - Mezzanine Revision • For buildings A, B, C, D, & E the mezzanine framing was revised to allow for the mezzanine floor framing to be omitted (in case the DValfuture tenant does not want a mezzanine). +� �`��•��TheTollowing mezzanine framing was revised to accommodate this 3V13 q revision: drfic t ,° o Columns sizes were evaluated (and revised as required) for the unbraced length from foundation to roof and for out of plane to wind loading from foundation to roof in the condition where .79e� c,6+14ci t!titthe 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. s1 -o F z D z 9.0 UV' r 170 lSti WO r -I r[[ ��! tt { I ;. >; I. —C\\ r { 6".r _ V.1 .^^ I) X .1 N F NII • I I L_J 1 I L_ CU I I LJ I i2.3 Ia t 1 ' 'g i' r[[ ��! tt { I T BUILDINGA-INTERURBAN ARESES OFFICE l WNUU wtoorurtaoamaauts TtlxWNlwMumoTOV 1 11 NO. 400 MACS • e - 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CJC) a. 7 5 'c /ya p CIPS/ = 13.5 5/0 weld /►2 3,47 k/ re? 3/ eir we /d 11r ii414- P 9 obi(• yy ‘0) 1 9(1 = 0 '7!( 3/e) (lDPG) /► T Fo07)615 qY1 :9(6)(ycj) (Go) + roject: 1 h f6/1411 tc* 1,1 Uf�jt, Designed By: en_ Date: .5/25/I / roject 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 WQGL. SEA nitE \S nn y. .1 S '• (ALC ') 4 �v ` L.,< 2v" �1 7 a t < 64- 33 "P►S--P2. - 4_0 Art r•••-3 Lpc.4roN 17,1 2a�� b P FI c�,c..s . T (/ ?2.7 P3, Pte, PG 4,4\ 1 Alts►') � 2vo � Z.S . 2111 I- H -lc- 2 S,_te.... Ajf`,./iv so V. 941 A, 1/A.61PN /INV* 1' Zen 0� /0114 1 •SZr,L_. 3 a 214 1 1,b' 1 3Z.s Ps 4 i-- i5.3!c t ?.7 k ro— 43e., 0.q bra2 1.1244 TS• 3 .. Z. 7 ►f- z3& Zoo DO 14 2•11.7/ 0tG 1dtc, 0 tr.- 4 tG o k. • • B• I -.a' CZ, .(=A_S ) / u SjoccI.) 0 5 (G! o462s -7C" 'rolect: J' tt(L ,A -NJ OFFi Designed By: VT), _ Date: SI 7-r›) 11 'roject 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 GOA LL S /44 *•3'rSI CotA'h4S CeN i, , —P Vs Mee ti -� �- (aa ►as 1 >e I . ZFj Q _ 1O.S Vey\co. 3t -re 5 = 3•3S" CD- 8 ei5 2Zitit v,_ = o-4s(_-tz)00) •0 Vs ic....7 to .3 ✓ 31:-107-00 (b)( 1' �) -i. .. .1-S 04 WA. NG-�k a =- 2,,, roject S � ys J ,4, •Q f'iiG• Designed By: G'TL Date: S�G��(l / ��� roject No. Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 S5 WRPaN TECHNICRL 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 less than was assumed when the original empirical equation was developed. According to the Wood Handbook, the recommended minimum penetration was implemented "to maintain a sufficient ratio between ultimate load and the load at 0.015 -inch deformation." Eleven nail diameters (11 x D) penetration was required for lateral connections of Douglas fir -larch or southern pine. Other wood species had greater required minimum penetrations. Since the base of the shear wall and diaphragm tables are Douglas fir -larch and southem 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 Sl0 Form No. TT -045B Page 2 of 4 October 2007 The 1991 NDS made significant changes to the method by which connections are designed. These changes were based on work conducted by the U.S. Forest Products Laboratory. 3'4 New equations were introduced which accounted for the bearing strength of the side and main member, and the yield strength of the nail. Another significant change was that the minimum penetration was slightly increased to 12 nail diameters (12 x D) regardless of the species of lumber. The 12 x D minimum penetration was implemented as a conservative simplified approach (the previous version of the NDS had various minimum penetration depths for different lumber species). Unfortunately, the change caused a conflict with the minimum penetration (11 x D) specified in the shear wall and diaphragm tables. The 1997 version of the NDS made no further changes to the method used for connection design. For nailed connections, four yield modes were checked. The design value for a single nail is based on the minimum of the four yield modes. If the penetration is 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 s► � 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 (Ibt 120 100 – 80 – 60 . • 40 – 20 – • . • • • ❑ ❑ 0 0 0 0 0 0 ---a-15/32-inch side —0— 23/32 -inch side ---1-1/8-inch side – – – 6D cutoff 0 1 II i-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 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 commonb) 40/20 16 oc, 20 oc 0.594 1.1 32/16 -- 0.469 1.0 24/16 -- 0.437 1.0 24/0 -- 0.375 1.0 -- 48 oc 1.125 1.1 -- 32 oc 0.875 1.1 0.131 (8d 48/24 24 oc 0.719 1.0 b 40/20 16 oc, 20 oc 0.594 1.0 common) 32/16 -- 0.469 1.0 24/16 -- 0.437 1.0 24/0 -- 0.375 1.0 Four specific gravity combinations for both main member (framing) and side member (plywood or OSB) of 0.5 and 0.42 were considered. These were 1) 0.5 side, 2) 0.5 main with 0.42 side, 3) 0.42 main with 0.5 side, and 4) 0.42 main with 0.42 side. (b) Fyb = 90,000 psi for 10d common, Fyb = 100,000 psi for 8d common. Summary and Conclusion Based on the 2005 NDS yield equations, it can be shown where small penetrations start to have an effect on lateral connection strength. Table 1 shows what minimum penetration is necessary to develop the full lateral connection strength for common nailed wood structural panel -to -framing applications. Technical Services Division DISCLAIMER The information contained herein is based on APA - The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. 'American Forest & Paper Association. 2005. National Design Specification for Wood Construction. AF&PA. Washington, D.C. 2Wood Handbook: Wood as an Engineering Material. 1987. Agricultural Handbook 72. U.S. Department of Agriculture. Washington, DC. 3Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 469. USDA Forest Service, Forest Products Laboratory. Madison, WI. 4Aune, P. and Patton -Mallory, M. 1986. Lateral Load -Bearing Capacity of Nailed Joints Based on the Yield Theory: Theoretical Development. Res. Pap. FPL 470. USDA Forest Service, Forest Products Laboratory. Madison, WI. © 2007 APA -. The Engineered Wood Association S 1'3 Ai COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING �'fructural Calculations for the Interurban Office Fuller Sears April 29, 2011 S101203-02 Prepared by: ETL t\\ 14M REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION RECEIVED JUL 212011 PERMIT CENTER • COU HLINPORTERLUNDEEN 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 Buildings C, D, E and F are being submitted for permit in this calculation submittal package. Calculations for Buildings A and B 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. • • A N .)1. z COUGFH 1NPORTERLUNDEEN STRUCTURAL • CML • SEISMIC ENGINEERING Interurban Office Structural Calculations Table of Contents SECTION PREFIX Criteria 1-5 Gravity 6-19 Lateral Summary & Loads 20-47 Diaphragms & Struts 48-67 Tilt Up Walls & Footings 68-93 Braced Frames & Footings 94-110 Masonry Walls & Footings 111-126 Miscellaneous 127-138 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Criteria • •( • COUGHLIN PORTERLUNDEEN Criteria: Interurban Office Proj. No.: S101203-02 Proj. Engr(s): Rev. Date: 11/12/2010 Reviewed By: ETL, TJG Date: Occupancy Category II (IBC Table 1604.5) Wind: 2009 IBC, 85 mph, Exposure B = 1.00 Seismic: 2009 IBC, Seismic Design Category D IE = 1.00 Ss = 1.44 Si = 0.49 SEis = 0.87 SDI = 0.79 R= OMEGA° = Cd = Site Class = E Interni. 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: Page 1 of 2 d total load = L/240 d L� = L/480 Print Date: 3/2/2011 • ( • • COUGHLIN PORTERLUNDEEN Criteria: Interurban Office Roof Loadings Live Load Snow (Drift Loading Not Applicable) 25 psf Dead Load (Steel Framing) Typical Steel Framed Roof Roofing -- Built up 3.0 psf Protection Board and Insulation 2.0 psf 1-1/2" Metal Deck 2.2 psf Framing -- Steel Joists 2.0 psf Framing -- Steel Girders 3.0 psf Misc. 4.0 psf Wood Framed Floor Loadings Live Load (Reducible, U.O.N.) Office Dead Load interior Floor 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" Masonny Veneer 16 psf 50 psf (incl. 15 psf partition LL) 3.0 psf 6.0 psf 2.5 psf 3.5 psf 5.6 psf 0.0 psf (10 psf seismic) 2.4 psf 23 psf 12 psf (surface area) 45 psf (surface area) Page 2 of 2 Print Date. 3/2/2011 2- COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING NTERNATIONAL BUILDING CODE 2006 ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: INTERNAL PRESSURE COEFFICIENT GCPr = O Fig 6-5 pg. 47 (GC0 _ + 0.18 for Enclosed Buildings) EXTERNAL PRESSURE COEFFIENT FOR MAIN WIND FORCE RESISTING SYSTEM (MWFRS) 0 Roof Angle = U i For Buildings of All Heights: Walls & Roofs: Fig. 6-6 pg. 49 Windward Wall Cp = and Wall Cp = Side Wal 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 1E GCpf = Building Surface 2E GCpf = Building Surface 3E GCpf = Building Surface 4E GCpf = For Open Buildings and Other Structures: Figure 6-18 through 6-22 pg. 66 - 74 CN = D.d1 -1 03" -0-53 3- -0.53 -0.113 DIRECTIONALITY FACTOR Kd = Q. 0 Table 6-4 pg. 80 (Kd = 0.85 for buildings) VELOCITY PRESSURE qz = All Heights qz = 0.00256KzKztKdV2I (psf) Eq. 6-15 pg. 27 qh= � • 0 Low Rise qh = 0.00256KhKztKdV21 (psf) Eq. 6-15 pg. 27 Project: Project No: Client- Checked By: Sheet of LZe�ig2ed By•y� Date: 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 3 COUGHLINPORTERLUNIDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING INTERNATIONAL BUILDING CODE 2006 0 . . SCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: MAIN WIND FORCE -RESISTING SYSTEMS & CORRESPONDING DESIGN WIND PRESSURE EQUATIONS Rigid Buildings of All Height p = gGCp - q,(GCp) (psf) Eq. 6-17 pg. 28 Low -Rise Building p = gh[(GCpr) - (GCr )] (psf) Eq. 6-18 pg. 28 Flexible Buildings p = qGiCp - q,(GCp,) (psf) Eq. 6-19 pg. 28 Open Buildings and Other Structures F = ghGCN (psf) Eq. 6-25 pg. 29 10 psf Minimum Design Wind Loading on an Enclosed or Partially Enclosed Building Sec. 6.1.4 pg. 21 Project: •;; No: Designed By: CIL, Date - 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 //Ulf Hit' 771R.0 Page 1 of 1 sir • + ►�M Iv ' !1 tai\Bili.,, 5lat 1 ,12.f r . 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28 8 1 11 n:Q 9 10 4 0 22 23 03 8 cd RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 12/02/10 18:03:33 Steel Code: AISC360-05 LRFD Floor Type: floor Beam Number = 48 SPAN INFORMATION (ft): I -End (100.00,24.00) Beam Size (Optimum) = W 16X26 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 -End (125.00,24.00) Fy = 50.0 ksi • 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 (I.2DL+ 1 .6LL) = 15.52 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + I.2DL+ I.6LL 104.9 12.0 0.0 1.00 0.90 165.75 Controlling I.2DL+I.6LL 104.9 12.0 0.0 1.00 0.90 165.75 REACTIONS (kips): Left Right DL reaction 3.32 3.18 Max +LL reaction 7.21 6.91 Max +total reaction (factored) 15.52 14.88 DEFLECTIONS: Dead load (in) at 12.50 ft = -0.288 UD = 1042 Live load (in) at 12.50 ft = -0.626 L/D = 479 Net Total load (in) at 12.50 ft = -0.914 UD = 328 • 15 RAM INTERNADWI RAM Steel v 14.02.02.00 ETL DataBase: mezzanine Building Code: IBC Alt Gravity Beam Design 01/14/1 1 16:44:26 Steel Code: AISC360-05 LRFD Floor Type: floor Beam Number = 5 SPAN INFORMATION (ft): I -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 17.750 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): 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+I.6LL 73.9 9.8 0.0 1.00 0.90 165.75 Controlling I.2DL+ I.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 Toad (in) at 10.50 ft = -0.143 L/D = 1757 Live load (in) at 10.50 ft = -0.312 L/D = 808 Net Total Toad (in) at 10.50 ft = -0.455 L/D = 553 • • RAM RAM Steel v14.02.02.00 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): I -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 I8.000 2.04 0.00 0.0 0.00 0.00 0.0 3.18 Snow SHEAR (Ultimate): Max Vu (I.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 + l .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 load (in) at 12.00 ft = -0.417 UD = 691 Live Toad (in) at 12.00 ft = -0.652 UD = 442 Net Total Toad (in) at 12.00 ft = -1.069 UD = 270 17 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 SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Mp (kip -ft) = 138.33 POINT LOADS (kips): Dist DL RedLL 6.250 1.20 0.00 12.500 1.20 0.00 18.750 1.20 0.00 LINE LOADS (k/ft): Load Dist 1 0.000 24.500 2 0.000 24.500 3 24.500 25.000 4 24.500 24.833 DL 0.008 0.008 0.000 0.000 0.008 0.000 0.000 0.000 Beam Number = 38 -End (100.00,24.00) = WI 4X22 = 25.00 J -End (125.00,24.00) Fy = 50.0 ksi Red% NonRLL StorLL Red% RoofLL Red% 0.0 0.00 0.00 0.0 1.87 Snow 0.0 0.00 0.00 0.0 1.87 Snow 0.0 0.00 0.00 . 0.0 1.87 Snow LL 0.000 0.000 0.013 0.013 0.000 0.000 0.012 0.004 Red% Type NonR Snow NonR Snow SHEAR (Ultimate): Max Vu (I.2DL+I.6LL) = 7.03 kips I.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Center Max + Controlling REACTIONS (kips): 1 .2DL+ I.6LL 1 .2DL+ I.6LL DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total Toad (in) at at at Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft 57.8 12.5 0.0 1.00 0.90 124.50 57.8 12.5 0.0 1.00 0.90 124.50 Left Right 1.90 1.90 2.97 2.97 7.03 7.02 12.50 ft = 12.50 ft = 12.50 ft = -0.290 -0.453 -0.743 UD = UD = UD = 1035 662 404 16 r co unS O CO W 0 1D CD 1D [ll CD 0 0 O Cn O 1D CD O_ 0 0) N NOIIVUWOdN1 NJIS3a 1SIOI' 1331S L/240 Description ` Span* (ft) Trib (ft) DL (psf) LL (psf) Wog (PIO WLL (Plf) WTD (Of) Ma (k -in) Va (k) Ireqd (in") JOIST -a CO 26 co -' W v N Cn C.) :^J N CP r 44 A 41, O) V N CD �1 N CD V N CD CD v N CD CD v N � C3) -4 C3) CD .4 O) -4 CD -A Cn .s 01 N Cn 25 N 01 N 01 N cn N Cn N Cn 0 0 0 0 0 0 0 - 0 CO -.1. 0 CO 0 CO 0 O 0 CO 0 O 0 CO O O O O O O O I 168 CD CO CD CO > CP O > C3) COO J CTI CD 00 0 0 0 0 0 0 0 I 276 -4 CD 1 CD NJ CA -J CD J CD NJ CD O OoOCD6CD6 O O O 0 0 0 -x 41. pOVNC''''''O N N -.! .1- C� CCD N Cn -A O CP 11 Cn -.I -A A CO O -A 0 OOOOOOOCD6.ca 0 0 O O O O N CO A 4.6 Cn -,.P— Cn CA O O O O 0.0 O O O O O O O O na W r- 75.1 N v-4-' P O C,.) N N O 325,2 1 364.2 .J4 .J I (16K�� N 01 000 0) 28K6 O CO O Co r co unS O CO W 0 1D CD 1D [ll CD 0 0 O Cn O 1D CD O_ 0 0) N NOIIVUWOdN1 NJIS3a 1SIOI' 1331S • • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Lateral Summary & Loads COUGHILIRIPORTERLUNDEENI STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 11.4 - SEISMIC GROUND MOTION VALUES Ss = 1. 141/5 Fig. 22-1 pg. 210 Based on lat-long of site using 2002 USGS database 51 = 0.1i 9 5 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 = Geotech. Rpt. (or Chapter 20) F. = 0 • Table 11.4-1 pg.115 F„ _ 2 • Li Table 11.4-2 pg. 115 Skis = . I ' 3 Eq. 11.4-1 pg. 115 SMI = 1.r1 Eq.11.4-2 pg.115 Sos = g Eq. 11.4-3 pg. 115 SDI = 0 1 Eq. 11.4-4 pg.115 ASCE 7 SECTION 11.5 - IMPORTANCE FACTOR & OCCUPANCY CATEGORY Nature of Occupancy WarGh ast re, 4" 0M6 IBC Table 1604.5 pg. 281 Occupancy Category Ir IBC Table 1604.5 Importance Factor, I = 1 • 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 = 1") Table 11.6-1 pg. 116 (Choose most severe. See Section 11.6 for exceptions) SDC = t/ 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 41- tA+e'wtectc. k=-YecGs - SheaY wt"'i\S c .c.1 �Le �vt �Sr Le_cx AA t1 e evil cvtc .Y' 1....141(1S - 5ec Ul (�vlcr.4.4fr '(7 6-, et At; VPS Ste-A/1Srt!_ R =�t'j1 (R, S2o, Cd & can very for each orthogonal direction per 12.2.2) S S2o = K -S (use reduction of 0.5 from value per Table 12.2-1 footnote g where applicable) Cd =- M Height Limitation = y ' 2.1- 3•C Project: /l>� 1e -r (KA? n • Designed By: t71i Date• I7 47— Project No: Client: Cthe ked 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/ffi Type lb (y/©) Type 2 e/ n) 1.2-5 Oi . Type (y/a Type4 (y/ Type 5 ero Vertical Irregularities (Table 12.3-2 pg. 125) Type la (y/aa. Type lb (y/ T9 Type2 (y/0 Type 3 (y /p Type4 (y/7) Type 5a (y/O Type 5b (y / Pc_o ecs /l14'g1,7br I2 signed By: T7. -Date: 1Z/ ZZ • Project No: Client: Checked By: Sheet Q -f 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 2I COUGHLINPORTERLUP DEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 2006 IBC AND ASCE 7-05 - EARTHQUAKE DESIGN DATA ASCE 7 SECTION 12.3 (cont.) p= 1.3 Section 12.3.4.2 (can vary for each direction of loading) ASCE 7 SECTION 12.6 - ANALYSIS PROCEDURE (Table 12.6-1 pg. 128) 9E1 4 i V41 -e --L ASCE 7 SECTION 12.12 - DRIFT AND DEFORMATION Allowable Story Drift Aa = ©' °1 KiJy Table 12.12-1 pg.134 Approximate Period Ta = 0, 1"1/41 i Eq. 12,8-7 pg.129 Calculated Period (if used) T = X Upper Limit on Period Cu * Ta = 0.1'IS Table 12.8-1 pg.129 (can ignore for drift checks) EQUIVALENT LATERAL FORCE PROCEDURE Seismic Response Coefficient Design Base Shear Torsional Amplification Factor T C5 = V= Ax = Eq. 12.8-2 through 6 pg.129 Eq. 12.8-1 pg. 129 Eq. 12.8-14 pg. 130 �(n V1 eS ( Ickt\r oZS Asa. 1911 coy -413 i vie d-)' 0/1 o- F -- s l.,4 Ldp. frci' vas* vG i -t P > e di ti-- ) sko-cec► V1 64,h 1- de me_ v %;'7ts c (.zf.i?rim Vii (7c, ged M o oil sus f v. -Indere /rs� ✓s�` • ELQ_Less : Project No: Client: aQsignecl By: E;` , Date: 14 Checkt(e By: h_eet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 206/343-5691 Z2_ • •t COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING INTERNATIONAL BUILDING CODE 2006 ASCE 7-05 Section 6.5 Method 2 - Analytical Procedure with modifications per IBC Chapter 16: BASIC WIND SPEED & EXPOSURE CATEGORY v= 55 Fig. 6-1 pg. 32 - 36 or consult local building official Exposure Category .5 IBC 1609.4 or consult local building official Building official Phone # Date -- IMPORTANCE FACTOR Category = Table 1-1 pg. 3 Iw = ' 0 Table 6-1 pg. 77 VELOCITY PRESSURE COEFFICIENT Mean Roof Height = 2 Ol KL= Kn = 0.4 TOP • RAPHIC FACTOR Note to En: a See Coughlin Porter Lundeen's Engineers Tips Checklist for Wind Design for available Kzt;raps, or gather data listed below to calculate Kzt i; ..endentl y 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 Ln = Fig. 6-4 2-D Ridge 2-D pm. • 3-D Axisymmetrical Hill Fig. 64 pg. 45 (All Heights) Table 6-3 pg. 79 (Low -Rise) Table 6-3 pg. 79 Ki = K2= ✓,,K3 = Kzr = I0 GUST EFFECT FACTOR G = All Heights Method -Rigid Structures = 0.85 or ... 6-4, pg. 26 Gr= ENCLOSURE 5LASSIFICATION Enclosed Partially Enclosed Open (see Definitions Sec. 6.2 pg. 21) Fig. 6-4 pg. < 5 - 46 Fig. 6-4 pg. 45 - 4 Fig. 6-4 pg. 45 - 46 KZr = (1 + K1KZK3)2 Eq. 6-3 pg. 2 All Heights Method -Flexible Structures Eq. 6-8 pg. 26 41) Project: ,vt \r4'ttiV 7tit t� Project No: Designed By: G'tL.- Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA • 98101 • P: 206/343-0460 • F: 2061343.5691 23 • .� 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 6) Conterminous 48 States 2006 International Building Code Latitude = 47.47485556 Longitude = -122.2554833 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 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 SDI = 2/3 x SMI 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 (SDI, Site Class E) 24- m OI . 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O 0 o 60.1-,0666660-6 0 A in OCDA ANW inA ,O m W W V (h or co V (002 A XI 0 o m - w a oFO- n (O m n - o--< c o II 11 11 11' 11 II N `2 a 0o O O th + V (n cri 3 M 5. o 3 nz -n O 0 N n .ZJ m co (/) N_ 7 co cocn (0 3 25 r'....... ..h. ]Ma t[f1Ic IJI.MR[1RTFRLIINnrFM 1nr COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING f i/ tin NA _ (3a11 90e1)(fo s f) s►.$)e- VwpN0 = SEKS A4 Goy / {1-oL$S Irvi to )4/f 73, C, 2 E T. ksE 4,44 = (i/o')(/ )(torsp) = /7.0 k Vw, ND /et SE1C.m\C Co.tir,1 c' B 1/1 1-0 /Al J Alai stfi-4,Q- V w, O _ ('$')(a')C(O ps.F) 7 e r •oiect: ! P tow 61/1 0*G �' Project No. Client: Designed By: tL Date: iZ j Z Z% i 0 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 21? 0 4 0 11 w'4 M'o• // 4.'4 T 3T-0{' , K-51' P-23 P-24 P-25 P-26 P-29 , ikl * • c i obi 1 1 1 1 O ',1 e. �i d/ ,t�4�q' r o \k1 I � � II :,� iii oEi gra ' A _� firII ' , �I nn oi O �•a• 84 i 9k I I 1 0 C7 1\o§‘ .13 I i I %1 PbA Q I I \ 1, BP . ,,. Pl. \ al 1 ei e ii, 'N 41 .s^ 1 iµ rat CI' o O III X of ' o oii i® mi. II. SS Hi iI 14 \ ©� c5©b fig, 1 , �•' Ib is e Ia '15 i N 4 1 I:■ a' • li :1 o E1, -C , +i. —may -- OV.-0. . - 11 • • • 28 =• M'4 44'4 Mb' sr4 rc • v P-23 P-24 P-25 P-26 P-21 Q) 11 I S I St }i k r V„ MEMI O 11 1 I 1 tf 4- S, �`� ISI ��I ISI 4 .\r /Jic ilianvi O O O ! l kb ....0 - , 1 gg dal 11E3 41 MN it, \ k.,. ''' [o,It O pp Ost p '-'-iip BP i c� I �,1 4 Y, Oiii' © p r k 70 AO Z 11 OW t -3Id � IIM I, 0 TF •' I— 3: i —t iG •, _O_ on Off OII • O r4 e 1" 11 1 Ow (. ` ii 1i0 KY ® 0 III MI � • U O 0 iJ!� % ��� is O O so—n'4 11 m'r a t.'.6• OW P-14 6.41- w4 28 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Bvl l,.)► 4/4. c 7?/ E 5z is etit i c 7je,s74- v .i ' /ci r ►,, d / �I �� u v Gd rt'i VG r rq /04' e ?i7 741-+4. ey(e,? # , �t rr c,'.me :.e'-r't / (/M� t,4. 94.1 ePt - des. GpG) ^Nd -{o Qr( fino-v bi-t ` 16 kte S'dc is 4-t. "AA:, G r.�a,1s �s sr .� •ject: 11) xGY i4 6G, h Project No. Designed By: k".72 - Date: tZ 1 E I ►o Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F: 206/343-5691 zq • • � v 3 1-7 Z 1 SQ FULLER•SEARS Oro R(u0 DS 9t-0• ARCHITECTS • • ... �Ok MO .01 n m Y § 1 : m r IR IB t - F AX IYo. e01 " Is k IRm IR IR! fi ) M n V 3 Y r a oir t160 nol m m m m I". 4 u S. = 1 a° m R o d n m Y ) 01 -----o' I m m r Y a SI m p m E m II m RP m 'iF m 4 ,..nm,nrn 1 Irlm m A a .,k1 m .. R It It 2/..1710, no) R ^ RAI s R ti m t111)a m wtmox)) a 4 BUILDING A - INTERURBAN OFFICE / WAREHOUSES 14600IKTHItlfBAN AVIS. TUKWIIAWASBIR1 O 3a FULLER•SEARS NO DATE R(u0 DS ARCHITECTS • • • 3a • • -a r z co N' 0 c 'I1 Ij I;f No DAT(SEY BUILDING A -INTERURBAN ',i OFFICE/ WAREHOUSES 1 ARCHIT_ECTB 14300INTIRURCAM AVIS. - TUKWIIA. WASHINCTON wa c arc. W 2 Ca (300 Ord a. t7OO.2O CCN 'S310N NVld A '� FULIER•SEARS No DAT(SEY IRKS ARCHIT_ECTB 4 • - • N 0 N O 0 W N N N N N 7 7 , 7 as as o o 0 0 O O O O O O O O W W W W W W W W wWwW W W 'W W -a -a N CD N r a co CO A A A A A A A m 0 0 w O O O o J 40 J N N N N c:(D N W 3 n 0900 N N N N N N N N p) 0 I N 010) 010' W W W CO O cn P f 0 c 0 O ✓ V V b) -n X V V V DD 0) 0) 0) 0) T 3 J 7J 73 73 73 8 8 00 88 A W N D c.n 01 W 1 N O O 0 0 0 0) 0) (O 'D0) ) 0 O W 0 A V V N O N N m r co W ▪ W W (N)) W 0 A N -! O Popo D.3 N N A A A ii (D D "4 3. n coop Al IJ Ko A A A A O N 0 co 43 0) - CONO Co + N 1s 7 W W 0 0) CO O COS NA T X N N A A N N O W CO a in b) Building A - (north/south direction) (0 co (0 0 si N N N N N :3:3:3:3 aaaa W 0 0 0 0 0 0 0 0 0 0 0 O WWWW W W W W WWWW W W W W (J) r coN r ID m 0 A A A A A A A CO 0000 N N N N O O Np O N N N N N 3)10)0) W W W CO O O^ 8� (Oc0 (O0 O) T V V W 0)0)0) W 0 CO W 0000 O O O O A W CO ▪ O N O O O O O mrnmm 0) v -1 C)) 0 W O) CO V V A 0) N N 0) m r- A w DI 0) -' N 0 (A -+ 0 0)CC 0000 N N N W w W W 0 _D N 3; • 0 O O 0 O N N N no W G) W W 0 0 8 0)) 4 (0 0 IJ V IJ -4 T fn O O^ V - V 0) 0) + (0 O N V N G) IT 04) V W 10 N W (0 0) N b X 3 Building A - (east/west direction) Interurban Seismic Weight Take -Off 3 m 0 CO W W W r m N W O 0) (D (D 3 n O N N of n O (D O 0 O m w -n cn co T 3 S 0 CO N X] 0 0 0 0 0 N -. 0 m - m 0 0 0 CO CO r w N N A - j co --I O O CONCO.61 m o (D 3 0 5. 0 0 ID T 3 Building B,C,D,E - (north/south direction) 0 0 W 0 m w (WA (n r cD 1 w N 03 O N N N 0) 03 O m � a xco T a 3 Br' 0 CO 0 03 N + rn w O 0 0 0 turn 0 O 0 0 O r crm co 1 O N 0 m N » 3. n 0 ni n O (D T x 3 0) Building B,C,D,E - (east/west direction) 33 • N • m • V NJ o. 0 C W CO v m CO r m O m O �CCt 0 0 m 3 • 0 0 m T (n Ot 0 0 CO 0 W 0, 0 m N r 0) 0 0 o co 3 0 N m 0 0 m m T N 0 0 m `Z •0 3 Building F - (northlsouth direction) ti 0 0 m N r w m V m P, m w N to o m� -n N 00_ m 0 at C0 0) w m O0 aC 0 0] Q m N N F3. 0 m 0 d 0 0 v 0 g N V T 0 X W Building F - (east/west direction) 3+ o • co c I. co > r. si) CD E3 r— o 0) a —1 il 0 0 z 0 m- 35 :00440 UeCprUellli sL# 4 9. \ 1 • r er \ ! t pc. • 16,6' 2OJI --:+u-s•, \ -A t!' :71 T." 1 k\ :ii -:-Vj. . T 7 \ • .._6i 1 --a Y1 1 1 i 7,4 •''''$g I tA1 I : '[.C•3) \V v-• ;1 - • - If!'„ \.c - :-_---- P-1114 CO C;r; CD Q) 0 (-) CD 0 c5 :80I140 U8C1.111.101UI 3 40 /—s‘ L-) ( I`J • - _ .1 6. 1 i I 28k (250. PG) f3 8- a I a. r+ -t -44 <1'14k aeo:ho) , 1 V 44 (2O, l'10) P '*4; (25o, 110) i do I cia cia cia do do do do do do do do do do 11 cia GO — A ; 1.3 c 0 0 rn CD E3 0 0) 0. 0) C) 0 37 :00410 LlegirlieTUI A 0 0 11 11 A D 3 z v r D z a 1 €R$` "c° , O tll 'f1 rp 1 1 'ii s l w BUILOINCA-INTERURBAN OFFICE/WAREHOUSES 14600INTERURBAN AYES. TUNWII& WASHINGTON ;.4. .a INNVITINIIIIIEENNI 1:0 DAIS AWA A. V MitO ;I m w lad m I Im m m ' 1 �� t1� XN Iix W P � Z 'S31ON NVld 1 ir1 'I FULLER•SEARS 1:0 DAIS AWA A. ARCHITECTS 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) Spectral Response Acceleration Parameters: SS = 1.45 (From ground motion maps) SMS -- SMS = SDS SD1._�. Structural System: S1 = 0.50 Fa = 0.90 Fv = 2.40 Fa*Ss= 1.30 Fv*Si= 1.19 2/3 * SMS = 0,87 2/3 * SMi = 0.79 (From ground motion maps) Special Concentric Braced Frames Seismic Design Category (SDC) = D R = 6.0 Qo = 2.0 Cd = 5.00 IE = 1.00 Building Height and Other Limitations = 160 T= Cs 1= Cs max = Cs min 1 = Cs min 2= Cs = 0.24 0.145 0.542 0.010 0.000 0.145 Base Shear = V = CS*WDL = 0.145 Tmax= 6.00 If S1 is equal to or greater than 0.6g * Woi. 31 Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = hn= Diaphragm Construction = Cr = x= D (Per soils report or assume "D") 28 (Height of structure) F & R (Enter "R" or "F" for Rigid or Flexible) 0.02 (Per Table 12.8-2) 0.75 (Per Table 12.8-2) Spectral Response Acceleration Ss= 1.45 SI = Fa = Fv = SMS = Fa * Ss = SMI = Fv *Si = SDs = 2/3 * SMS = S0I = 2/3 *SMI = Structural System: 0.50 0.90 2.40 1.30 1.19 0.87 0.79 Parameters: (From ground motion maps) (From ground motion maps) Intermediate Precast Shear Walls Seismic Design Category (SDC) = R= S2o = Cd = 1E = D 4.0 2.5 4.00 1.00 Building Height and Other Limitations = 160 T= Cs 1= Cs max = Cs min 1 = Cs min 2 = Cs = 0.24 0.217 0.813 0.010 0.000 0.217 Tmax= 6.00 If S1 is equal to or greater than 0.6g Base Shear = V = Cs*WDL = 0.217 * WDL 40 Seismic Loads - Equivalent Lateral Force Procedure (2009 IBC) Site Class = D (Per soils report or assume "D") hn = 28 (Height of structure) Diaphragm Construction = F & R (Enter "R" or "F" for Rigid or Flexible) Ct = 0.02 (Per Table 12.8-2) x = 0.75 (Per Table 12 8-2) Spectral Response Acceleration Parameters: Ss = 1.45 (From ground motion maps) S, = Fa = Fv = SMS= Fa *Ss = SM} = Fv * S1 = Sps=2/3*SMs= SD}=2/3*SM}= Structural System: 0.50 0.90 2.40 1.30 1,19 0.87 0.79 (From ground motion maps) Special Reinforced Masonry Shearwalls Seismic Design Category (SDC) = D R = 5.0 S2o = 2.5 Cd = 3.50 1E= 1.00 Building Height and Other Limitations = 160 T= Cs 1= Cs max = Cs min 1 = Cs min 2= Cs = 0.24 0.173 0.651 0.010 0.000 0.173 Tmax= 6.00 If S1 is equal to or greater than 0.6g Base Shear = V = Cs*WDA = 0.173 * Wog 4-1 • • 1 O V n 0 O N s N M r m m O m W N v 0 r.. 11).. 0 w 0 m OI 0. c 0 a sa3JoINo7S COCO V O 0 m d O N O N v N'O:m ^' ➢l - N o'a n 8''3'• 0 0 N IV W N nine :eseg arwsras 4-2, • <11 1 O -4 �eayg eseg O o ca N m r m m CO 0) I„ F a 'A A 0 O m 0 S W O 0 S S CO co to 0 0 a 0) rte' m d • m O N Li A Ea 00 r m o m n x 0 IV v 0 N -4 001 0 CP �'d d O O. seamg wBe.iydeja O O N 14 A N N 02 O 1/. ▪ 3 O 0 d 0 O Seismic Base: Building A (north/south) 43 • <11 1 O V JeayS eSee O 0 N 0 a 8 0 e en O 8 O- r m 0 m cn rF w N r 0 0) CO O V. N F a ? 0 0 00) N „11 W O V IT C74° or app. y O 0 cn 0 O W O V Air o �Y`N o a;a 0 m a m 3. a N O N W N 0 S .,3 . n.,.,.. 0 Ose sea) 3'a'3 a 6umplrng :ases alws!as 4+ • 1 • 1 0 JeayS eseg or -I 11 11 -. 0 0 a O N cn A A7 V 0 Fi w 0 (0 0 x x 0 m,T O 00 o 0!0 o o a. 0 0. ,a 1 Mkt • g x 0 0 0 .. 0 0 0 a a P. 0 n-. 0 0 0 0 0 0 0 0 O 7 3 0 0 0 Seismic Base: Building B,C,D,E (north/south) 45 • • • X Jeayg asee O ) (n a � w > N N o m v N o m m c w c n 3 c' N � n m O N 0 O N1 w a sz N 0 O O 0 co O 0 0 Xi r+o w 0, Ib 0 a; n ro a (11 < m ID E: r ? w O a a O W w o w 0 0. a w 0 .3 3. 0 m O 0 CO O b W'3 44 • in in X 3 It 11 0 0 0 9. 0 nT Tf V. X 11 11 O O 4.4 a J F F <I II O w Jc' Jeeyg ese9 a co DN (n m D o_ m pi ; n m p) 2 a d N o_m 0 ( M -.1 II 11 S a N O N 40 73 0 0 a a A 0N) E d zs 0 0 y O x 0 N O O t - r J r O N 0 m T w m d o ✓ 0 50 0 P3 o ▪ 2,2 o. o o. y Ts N a U N r" °mT ▪ �,-I;. 0 40 0 v u dcv w m 0 a d 3 'o 0 0 O O (0 y- 0 �. o N Et 3 F P 0 40 - V 0 m 0 0 0 Seismic Base: Building F (north/south) 41 • • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Diaphragms & Struts COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ke) f cA, ae4144in& Pl fi ft*, 44e.r sW 4' -DECAd G-41"? G t -n Ss -.24-14- 17 1' L� J,-� o' J crib s i G/1 S E SP A T, • Di c_ t ► ti Ari AC H / 3 4 77- -J '2 P -471-1)-1A, /ISG Vrnco Ioq/ pf/ fld 6 v) 80 9 p* •PCcvtiv-c.ti1- Lt.rrr /36c/C/•607-S z 1S2?- P� 69,vv- f1. / d€ c ,L f k `cs �r ' i3 „ /00U ovt1340= .ri 523 p •olect: 'j�% )Gf'Gt'Y 6i n Project No. Client: Designed By: Checked By: Date: Sheet PN/ e> 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 Page 14 of 56 TABLE 7 -1 -ALLOWABLE DIAPHRAGM SHEARS (ca), (In plf), FACTORED DIAPHRAGM SHEARS (qf), (In plf), AND FLEXIBILITY FACTOR (F) 22 GAGE DGB-36 AND DGBF-36 INTERLOCK DECK WITH ARC SPOT/SEAM WELDS AND DELTAGRIPT" SIDE SEAM ATTACHMENT (See DeltaGripTM System Notes) Support Fasteners Seam Spacing (in) Deck Span (ft) 4 5 6 7 8 9 10 11 12 36/7 4 q.1 qr 1835 1 2753 1764 1 2646 17131 25691 143612283 1100 1748 869 1 1381 704 1 1119 582 1 925 4891 777 F 7.3-0.9R 7.6-0.9R 7.8-0.8R 1 7.9-0.8R 8-0.7R 8.1-0.7R 8.2-0,6R 8.3-0.6R 8.3-0.5R 6 qr,qr 158712380 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 q.1 qr 1432 12148 135712036 12431 1864 121211818 11001 1707 869 11381 704 1 1119 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 qa qr 1255 1882 1129 1694 104011561 962 1443 900 11350 851 11277 704 11119 582 925 489 777 F 9.6-2.4R 10.4-2.6R 11.1-2.7R 11.7-2.8R 12.1-2.7R 12.6-2.BR 13-2.7R 13.3-2.7R 13.4-2.2R 18 qa 1 qr 1157 1 1736 1046 1 1569 863 1 1294 806 1 1209 763 1 1145 669 1 1004 649 1 973 582 1 925 489 1 777 F 10.2-2.9R 11-3.1R 12.3-3.7R 12.9-3.6R 13,4-3.5R 14.5-4R 14.8-3.8R 15,1-3.7R 15.8-3.3R 24 qa 1 qr 105411581 943 11414 772 1115 ° = 626 1 939 608 1 912 539 1809 532 1 798 481 1 721 F 10.8-3.4R 11.7-3.6R 13.2-4.3R 13.7-4.2R 15-4.7R 15.4-4.6R 16.6-4.9R 16.8-4,7R 17.5-4.1R 36 qa 1 q1 1054 1 1581 833 1 1250 680 1 1021 649 1 974 558 1 837 487 1 730 484 1 727 433 1 649 390 1 585 F 10.8-3,4R 12,5.4.3R 14.1-5.2R 14.6-4.9R 16.1.5.5R 17.6-6.2R 17.7-5.7R 19-6.3R 19.7-5.2R 48 qa 1 qr 925 x 1 1388 833 1 1250 680 1 1021 571 1 857 .489 1 734 487 1 730 430 1 644 383 1 575 344 1 516 F 11.6-4.2R 12.5-4.3R 14.1-5.2R 15.8-5.9R 17.4-6.6R 17.6-6.2R 19-6.7R 20.5-7.4R 21.1-6R 60 qa 1 qr 925 11388 724 11086 680 11021 571 1 857 489 1.734 426 1 639 375 1 562 383 1 575 344 1 516 F 11.6-4.2R 13.5-5.2R 14.1-5.2R 15.8-5.9R 17.4-6.6R 19-7.4R 20.6-8R 20.5-7.4R 21.1-6R 36/5 4 qa 1 qr 1511 12266' 14701 2206 14411 2161 1418/2126 11001 1748 869 11381' 704 11119 582 1 925 489 1 777 F 7.5-0.9R 7.8-0.8R 7,9-0.8R 8,1-0.7R 8.2-0.7R 8.3-0.6R 8.3-0,6R 8.4-0.5R 8.4-0.5R 6 q.1 qf 1351 12027 12891 1934 1244 1 1865 120911813 11001 1748 869 1 1381 704 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 4r 124211863 119211789 110911664 108811633 103211549 869 11381 704 11119 '5821 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 qaI qr 1107 11660 101311520 94511418 893 11339 852 11278 819 11229 704 11119 582 1 925 489 1 777 F 10.3-2,6R 11.1-2.7R 11.8-2.8R 12.4-2.8R 12.8-2.8R 13.3-2.7R 13.6-2.7R 14-2.6R 14.1-2.2R 78 qa I of 1029 11543 944 11416 817 11226 769 11154 731 11097 641 1 961 623 1 934 582 1 913 489 1 777 F 11-3.1R 11.8-3.2R 13.3-3,9R 13.9-3.8R 14.3-3.6R 15.6-4.1R 15.8-3.9R 16.1-3.7R 16.8-3.3R 24 qa1 qr 942'11413 869 1303 729 1083 691 11037 594 891 580 1 870 513 770 509 1 763 460 1 689 F 11.8-3.8R 12.7-3.9R 14.4-4.7R 14.8-4.5R 16.3-5R 16.6-4.8R 17.9-5.2R 18.1-4.9R 18.9-4.3R 36 qe 1 qr 942 11413 782 1 1173 6381 957 613 1 919 526 1 789 458 1 687 459 1 688 410 1 614 368 1 553 F 11.8-3.8R 13.7-4 8R 15.7-5.8R 16-5.4R 17.7-6R 19.4-6.8R 19.3-6.1R 20.8-6.7R 21.7-5.7R 48 qa 1 qr 848 1 1271 782 1 1173 638 1 957 535 1 802 , 457 1 686 458 1 687 404 1 606 360 1 540 323 1 484 F 12.9-4.8R 13.7-4.8R 15.7-5.8R 17.5-6.6R 19.4-7.4R 19.4-6.8R 21-7.3R 22.7-8R 23.5-6.7R 60 qa 1 qr 848 11271 673 1 1009 638 1 957 535 1 802 457 1 686 397 1 596 349 1 524 360 1 540 323 1 484 F 12.9-4.8R 15.1-6R 15.7-5.8R 17.5-6.6R 19.4-7.4R 21,3-8,3R 23.1-B.9R 22.7-8R 23.5-6.7R 36/4 4 q.1 qr 12701 1904 1246 1 1870 12291 1844 1216/1825 110011748 869 1 1381 704 1 1119 582 1 925 489 1 777 F 7.8-0.8R 8-0.8R 8.1-0.7R 8.2-0.6R 8.3-0.6R 8.4-0.5R B.5 -0.5R 8.5-0.5R 8.6-0.4R 6 qa 1 qr 1143 1 1714 1103 1 1655 10751 1612 10531 1579 1035 1553 869 1381 704.1 1119 582 1 925 489 1 777 F 8.9-1.4R 9.3-1.3R 9,6-1.2R 9.8-1.2R 10-1.1R 10.1-1R 10.2-1R 10.3-0.9R 10.4-0.8R 8 qa 1 qr 1049 1 1574 102111532 961 1 1441 951 11427 909 11364 869 11361 704 1 1119 582 1 925 489 1 777 F 9.8-1.9R 10.1-1.7R 10.8-1.8R 10.9-1,6R 11.4-1.6R 11.4-1.5R 11.8-1.5R 11.8-1.4R 12-1.2R 12 q.1 of 927 1391 861 1 1292 81311219 776 11164 747 11121 724 1086 704 11057 582 1 925 489 1 777 F 11.1-2,7R 12-2.8R 12.6-2.8R 13.2-2.8R 13.6-2.7R 14.1-2.6R 14.4-2.5R 14.7-2.5R 14.8.2.1R 18 (I, 1 qr 853 1 1280 796 1 1194 692.1 1038 660 1 989 635 1 953 555 1 833 546 1 819 539 1 808 487 1 730 F 12-3.41i 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 q.1 qr 770 1 1155 724 1 1086 601 1 901 581_1 872 498 1 747 494 1 742 437 1 655 439 1 659 396 1 593 F 13.2-4.3R 14-4.2R 16-5.1R 16.3-4.7R 18-5.3R 18.1-4.9R 19.7-5.4R 19.6-5R 20.6-4.4R 36 q.1 qr 770 1 1155 628 1 943 510 1 765 503 1 755 430 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 qa 1 qr 670 1 1004 628 1 943 510 1 765 425 1 638 362 1 542 373 1 559 327 1 491 290 1 435 259 1 388 F 14.8-5.7R 15.5-5.4R 17.7-6.5R 19.9-7.4R 22.1-8.3R 21.8-7.4R 23.6-8R 25.6-8.8R 26.6-7.4R 60 qa 1 qf 670 11004 519 1 778 510 1 765 425 1 638 362 1 542 312 1 468 273 1 409 290 1 435 259 1 386 F 14.8-5.7R 17 4-7.1R 17.7-6.5R 19.9-7.411 22.1-8.3R 24.4-9.4R 26.5-10.1R 25.6.811 26.6-7.4R Page 41 of 51 ESR -1735P (9/1/2009) TABLE 17 -ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE PLBTM-36 DECK PANELS WITH SIDELAPS CONNECTED WITH THE PUNCHLOK® SYSTEM l,2,3,4,5,8 -Continued SIDELAP ATTACH - GAGE MENT SPAN (ft -In,) 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12•-0" 36/7 WELD PATTERN AT SUPPORTS 22 VSC @ 24" q 792 707 620 F 8.1+22R 7.8+17R 9.2+15R VSC @ 18" q 836 743 F 6.5+22R 6.6+17R VSC @ 12" VSC @ 8" q F q F 873 774 5.6+22R 5.9+17R 936 853 4.7+22R 4.8+17R 655 7.7+15R 713 6.1+15R 784 5.0+15R 8.8+12R 621 7.6+12R 673 6.3+12R 757 5.0+12R 544 535 505 10,0+11R 9.5+10R 10.5+9R 599 561 554 7.6+11R 8.4+10R 8.2+9R 646 628 616 6.4+11R 6.5+10R 6.5+9R 724 718 5.1+11R 5.1+10R 5.249R 701 - VSC @ 6" VSC @ 4" q 988 898 844 F 4.3+22R 4.4+17R 4.5+15R q 1077 992 944 F 3.8+22R 3.9+17R 3.9+15R 811 4.5+12R 917 3.9+12R 790 4.5+11R 901 3.9+11R 778 4.5+10R 894 3.9+10R 753 4.6+9R 753 3.9+9R 20 VSC@ 24" q 1156 1025 897 F 6,3+15R 6.2+12R 7.3+10R VSC @ 18" q 1216 1074 944 F 5.1+15R 5.3+12R 6.1+10R 852 7.0+9R 892 6.1+9R 782 8.0+8R 857 6.1+8R 766 7.6+7R 802 6.7+7R 722 8.4+6R 789 6.7+6R 721 8.1+6R 782 6.6+6R 688 8.8+5R 688 7.1+5R VSC @ 12" VSC @ 8" q 1266 1117 F 4.5+15R 4.7+12R q 1351 1224 F 3.8+15R 1023 962 921 893 874 818 688 4.9+10R 5.1+9R 5.2+8R 5.3+7R 5.3+6R 5.4+6R 5.4+5R 1120 1078 1028 1016 990 818 688 3.94-12R 4.1+10R 4.1+9R 4.2+8R 4.2+7R 4.3+6R 4.2+6R 4.3+5R VSC @6" q 1422 F 3.5+15R 1284 1202 1150 1119 1099 990 818 688 3.6+12R 3.6+10R 3.7+9R 3.7+8R 3.7+7R 3.8+6R 3.8+6R 3.8+5R VSC @ 4" q 1542 F 3.1+15R 1413 1338 1295 1270 1223 990 818 688 3.2+12R 3.2+10R 3.2+9R 3.2+8R 3.2+7R 3.2+6R 3.2+6R 3.2+5R 18 VSC @ 24" cI F 1871 1651 1443 364 ) 1252 1224 1154 1150 1057 4.3+9R 4.3+7R 5.0+6R 4.9+5R 5.5+4R 5.3+4R 5.9+3R 5.7+3R 6.2+3R VSC@18" q F VSC @ 12" q VSC @ 8" F q F 1961 3.6+9R 2038 3.2+9R 2166 2.7+9R 1724 3.7+7R 1789 3.3+7R 1952 2.8+7R 1515 4.3+6R 1635 3.5+6R 1783 2.9+6R 1427 1368 1279 1258 1245 1057 4.3+5R 4.3+4R 4.7+4R 4.7+3R 4.7+3R 5.0+3R 1534 1466 1420 3.6+5R 3.7+4R 3.7+4R 1711 1631 1610 2.9+5R 3.0+4R 3.0+4R 1389 1257 3.8+3R 1521 3.1+3R 3.8+3R 1257 3.1+3R 1057 3.9+3R 1057 3.1+3R VSC @ 6" q 2274 2044 1907 F 2.5+9R 2.6+7R 2.6+6R vsC @ 4" q 2455 2240 2116 F 2.3+9R 2.3+7R 2.3+6R 1822 1770 1738 2.7+5R 2.7+4R 2.7+4R 2044 2002 1878 2.3+5R 2.4+4R 2.4+4R 1521 2.7+3R 1521 2.4+3R 1257 2.7+3R 1257 2.4+3R 1057 2.8+3R 1057 2.4+3R 16 VSC@ 24" q 2524 F 3.2+5R VSC @ 18" VSC @ 12" VSC @ 8" 2227 1948 1843 1692 1657 1564 1561 1478 3.2+4R 3.7+4R 3.7+3R 4.1+3R 4.0+2R 4.4+2R 4.3+2R 4.7+2R q 2645 2325 2044 1926 1849 1731 1704 1690 1478 F 2.7+5R 2.8+4R 3,2+4R 3.2+3R 3.2+3R 3.6+2R 3.6+2R 3.6+2R 3.8+2R q 2746 2412 2205 2071 1982 1922 1882 1759 1478 2.5+4R 2.6+4R 2.7+3R 2.8+3R 2.8+2R 2.9+2R 2.9+2R 3.0+2R 2630 2403 2308 2203 2178 2126 1759 1478 F 2.1+5R 2.1+4R 2.2+4R 2.2+3R 2.3+3R 2.3+2R 2.4+2R 2.4+2R 2.4+2R 2458 2391 2351 2129 1759 1478 1.9+5R 2.0+4R 2.0+4R 2.1+3R 2.1+3R 2.1+2R 2.1+2R 2.1+2R 2.1+2R 2755 2704 2628 2129 1759 1478 F 1.8+5R 1.8+4R 1.8+4R 1.8+3R 1.8+3R 1.9+2R 1.9+2R 1.9+2R 1.9+2R F 2.4+5R q 2917 VSC @ 6" q F 3060 2752 2570 VSC @ 4" q 3301 3013 2849 2 3 4 VSC = Verco sidelap connection. The dimension from the first and last sidelap connection within each span is to be no more than one-half of the specified spacing. R is the vertical span (L„) of deck units divided by the length (L5) of the deck sheet: R = L)L5. The flexibility limitations shown in Table 3 may be used as a guide in lieu of rational analysis of the anticipated deflections. 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 al spacings other than those in the table should be determined based on the number of fasteners in each span. Ceevnahc 2004. COUGNLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING B8u'W/a/f /4 n.0.00-- 1.7/4 ptfx.4 �'at S. '72-11:.) / 4"g/i) 3 1/ = ;D. / it' p 411 - Ta. / fi,6?- = s<s' / lelp arc? c/ ,79.4/64 -_ S9 17 (1y -')6667-)_//.y14 P,, = f0.3✓i, =07s' aS(47)(7-) 335 FL156,44-a = S6.3 — .33. S 2y.6 ✓ Grin GG.? k k�crti e 1755,-"+-1 -- S'• - 22 S' -f IL ✓ p =-!b' Ppm?. cc/ -?if 301 V 1/= 39.1 ire7d = 3 a.) I.6 - S 7 71.! 6-41116 rc j k _ /3' (17)(6?)(7) r,122 Pc#44- 1 77 -as = Sc? k ✓ ., `lb' (iv)(6?-)(2)_ Z.Y&. Fifra4 2_= $Z—)-1 = 28 k•- V 11 381 k �`d = 36.1 / 67 - s� J2w,i/' 76' i-10411' 2i3.1 /3a l000 Pl =] Iy4A- •lett: OF�1 c.�E Project No. Client: Designed By: - Date: \1 leu \P Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 51 z W W z CC 6 0 z J z 2 0 0 u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1 %3U/LP /4/4 Poo F DIAPH7Cd4/s 40171A 41‘.,t) 4K� r 17.9 C0,4 70 v aS- IF r (fls'c. 22J T. GNP 51411 ,r -S -- SE r S/ cc,Aprrl- ©c S 11344 Ifs' ovr 1 zg'+ eject: An Ve- G. v\ Project No. Client: Designed By_., Checked By: Date: t U t V4 ! [ Q Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F: 206/343-5691 SL. 2 2 J 0 u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /1.o/Aig ll�l�"� q•cl1NC 41Pf!/Zgls<'1f 1t! 2 4.d 9, j�.. V= /o.6 kip <7r Ud 1•1 = /9,4 /17' _ 43/ o -1- ,4 4 et -k �% M )52 p(G t'1.1SPtF /zy = a6y,�/� C. VAI,g = 5.F 3( Z,7 ptr / ©rC __'ect: `%.„1. Project No. Designed By: it l"L - Date: l \ f 1.=••••f ( 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 z W 0 z J C 0 z .1 x u 0 u u _! •ect: 23WUJ/tt, 23Jor< p/0,9/1714-4 m5- iler /4 •-: 25.74, k 47 -1... -,Ir . W,/o,47- -='.."1 'Gcrr 0 ' 21 I rwa r/ ` (2)) )CZ)( -4 ) a -a..a k. �Sk-.7/- = 9 ,is- 2 p Iy *Jr / Gnl o r ✓� = .?S �d irk el 2S • 76 `. c, = .sem' i ✓, %it'iv /13 1,/,a or 411 - 71 6 r 4v' ,,/ Vt� b� � ( e Designed By: �fl , Date: Lk 7.u- 1 ( a Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 W z J 0 z 0 u u V COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING vitom/4 G /taoP %7/4Pthz 4A7S .C6e G3uJr) $ "- • )''t = o?S--G g1,5 — fit/ 0,6 _-=-31 iR t)(2) (41-4 z) a WY vi LO/4U4 D/C k000r- >1/ O /CA" , t )./1/-0/4./4' p2.oaP" 17i nt-trz. -4MS Zit/ P 9 V 13.Ss+� nd.0 p i/- /3.1r e /re? d - /,' IS/D •6 ?- - Ili ;✓ , _ /3 fS� � � = /32 p // L_/ PIF .q.37 k v_ toy-)•3'�- "-7 1 13.55 14/ •ject: Project No. [4_1f/fia.ka Ofh-G1 Client: Designed By: Checked By: Date: 1-71,7Q/to Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206)343-0460 • F: 206/343-5691 55 Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International ?u,7 cri r?9 4 ly'ot .7 /- STEEL CODE: AISC360-05 LRFD •� SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (44.00,0.00) Beam Size (Optimum) = W 16X31 Total Beam Length (ft) = 44.00 Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.156 44.000 0.100 0.156 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 LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 89.4 22.0 0.0 1.00 0.90 202.50 Controlling 1.2DL+1.6LL 89.4 22.0 0.0 1.00 0.90 202.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 2.20 2.20 3.43 3.43 8.13 8.13 Dead Load (in) at 22.00 ft = -0.775 L/D = 681 Live load (in) at 22.00 ft = -1.210 L/D = 436 Net Total load (in) at 22.00 ft = -1.985 L/D = 266 tt MS 3a K- Ll ca o. i -e" I.1" Stp Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International STEEL CODE: AISC360-05 LRFD pfrotsc e4 iftd 3 SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (25.00,0.00) = W16X31 = 25.00 Beam Size (User Selected) Total Beam Length (ft) Mp (kip -ft) = 225.00 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 25.000 0.100 0.150 12/23/10 10:40:45 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.50 kips 1.00Vn =131.18 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 Controlling 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 202.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.25 1.25 1.87 1.87 4.50 4.50 Dead load (in) at 12.50 ft = -0.081 L/D = 3712 Live load (in) at 12.50 ft = -0.121 L/D = 2475 Net Total load (in) at 12.50 ft = -0.202 L/D = 1485 • 57 • • Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International KA"' cL\ % D A/ cr v i a (+ S.V L+ 12/23/10 10:15:00 STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (25.00,0.00) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 25.00 Mp (kip -ft) = 138.33 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.100 0.150 25.000 0.100 0.150 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 4.50 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 28.1 12.5 0.0 1.00 0.90 124.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.25 1.25 1.87 1.87 4.50 4.50 Dead load (in) at 12.50 ft = -0.152 L/D = 1970 Live load (in) at 12.50 ft = -0.228 L/D = 1313 Net Total Load (in) at 12.50 ft = -0.381 L/D = 788 M s 11.7 t- 58 • RAM SBeam v4.0 Licensed to: RAM International Gravity Beam Design Pvt(/d in $, C g c-- Sb -k271 --• STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (37.00,0.00) Beam Size (User Selected) Total Beam Length (ft) 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 = W16X26 = 37.00 12/23/10 10:12:12 Fy = 50.0 ksi 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 3 Total Number of Bolts 6 Beam Size I wi4X22 I • t, = 0.23 Beam Web Yield Strength 50 Beam Web Tensile Strength 65 Bolt Diameter 3/4 ___ Bolt Type A325 N Vertical Edge Distance, Lev 1.50 Horizontal Edge Distance, Leh 1.50 Plate Thickness 0.500 Plate Yield Strength 50 Plate Tensile Strength 58 End Offset from Support 1.00 Vertical Bolt Spacing, S, 3.00 Horizontal Bolt Spacing, Sh 3.00 Plate Depth 9.00 Vertical Reaction Dead Load 1.25 Live Load 0.00 Snow Load 1.87 Seismic Load (w/out S2) 0.00 Horizontal Reaction Seismic Load (w/out f2) 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 Sos = 0.87 f2 = 2.0 fi = 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 t'4 v,. - c t7 k `""( Vertical Reaction f2QE 0.00 0.2SosD 0.22 Em = OQE + 0.2SosD 0.22 Vertical Load Combinations_ 1.20+1.6L+0.5S 2.44 1.2D+1.6S+f1L 4.49 1.2D+f,L+Em 1.72 `---- Page 10-103 in (1.2+0.2Sos)D+S2QE+flL+0.2S 2.09 Vu = 4.49 4)u^_ -- 64.4 OK Horizontal Reaction Hu = ilQE = 90.00 . = _... . -_ _____ -- - 90.54 OK Combined Horizontal & Vertical Loads Ru = 90.02 Bolt Fracture 94.1 Combined Shear/Tension Yielding 0.198 Combined Block Shear 0.650 Combined Bolt Bearing 0.739 Combined Bending/Axial 0.461 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 (0 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, S,, Plate Depth 4 8 Beam Size F W16X26 1 • r W = 0.25 Beam Web Yield Strength 50 Beam Web Tensile Strength 65 3/4 ___I V A325 -N 1 • 1.50 1.50 0.500 50 58 1.00 3.00 3.00 12.00 Vertical Reaction Dead Load 2.20 Live Load 0.00 Snow Load 3.40 Seismic Load (w/out S2) 0.00 Horizontal Reaction Seismic Load (w/out S2) 60.00 Bolt Group Factors (AISC Table 7-8) Load Criteria ex(boltecc.) 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 S2QE 0.00 0.2SosD0.38 Em = SQE_ + 0.2SosD 0.38 Vertical Load Combinations 1.2D+1.6L+0.55 4.34 _ 1.2D+1.6S+f1L i 8.08 1.2D+f1L+Em 3.02 (1.2+0.2Sas)D+)QE+f1L+0.2S 3.70 V„ = 8.08 (1)V„ = 89.2 _ �.�� 11:1..q...j vt .r.- OK Horizontal Reaction Hu = f2QE =120.00 Check Per AISC Page 10-103 in __._ - _ - (17121,,-;:- 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 1\server5\structural\ 2010\P10JEC-0241ENG\Lateral\W16 high load connection.xls 12/23/2010 tot 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 Searn Size,." tx W14x22 ♦ Beam Length , 25 U ft pMn = 124.5 k-ft Lrmbraced 0.0 ft Llorsion 25.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 8 k-ft A9 6.49 in2 M Live 0 k-ft I, 199 in4 M Snow 12 k-ft ly 7 in4 M Seismic 0 k-ft r,r 5.54 in ry 1.04 in Deflections S, 29 in3 A Dead 0.15 in Zx 33.2 in3 o Live 0.00 in J 0.208 in4 A Snow 0.23 in C,, 314 in6 fi 0.5 Axial Seismic Load Sos 0.870 05 . kips D. 2.0 p 1.3 OUTPUT (1.2D+0.2S„JD+oQe+f, L+0.2S in k-ft k k-ft Compression Flexural Buckling Capacity Deflection = Me = Pu = Moment Capacity 0.25 14 48 125 KUr (max) = 54.2 Qa = 0.913 Qs = 1.000 Q = 0.913 Fcr = 37.5 en= 219 k Compression Torsional Buckling Capacity OW= = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.320 OK Fe = 16 ksi Fu = 14.17 ksi OI'n = 83 k 0.682 OK (1.2+0.2Sds)D+0Qe+f Li-0.2S in k-ft kips Moment Capacity k-ft Capacity Deflection = M. = P. = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.25 15 74 OK, 125 Compression Flexural Buckling en= 219k Compression Torsional Buckling Capacity 0.442 OK en = 83 k 0.998 OK t�Z Strut Beam Design COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Strut ID or Location: worst Case W16 strut Date: 12/23/2010 INPUT (input cells are yellow) Spans Beam tz&s WI6x31 1 v Beam Length X 44„0 , ft ¢Mn = 202.5 k -ft Luubraced 0.0 ft L-101300 44.0 ft Beam Properties Service Moments Fy 50 ksi M Dead 24 k -ft A9 9.13 int M Live 0 k -ft IX 375 in` M Snow 38 k -ft ly 12.4 in' M Seismic 0 k -ft rx 6.41 in ry 1.17 in Deflections Sx 47.2 in' A Dead 0.78 in 4 54 in' A Live 0.00 in J 0.461 in4 A Snow 1.21 in Cr„ 739 in6 j, 0.5 Axial Seismic Load SDS 0.870 OE kips Q. 2.0 p 1.3 OUTPUT (1.2D+0.2Sr .)D+pQe+f,L+0.2S in k -fl k k -ft Compression Flexural Buckling Capacity Deflection = M❑ = Pu = Moment Capacity 1.31 47 55 203 KUr (max) = 82.4 Qa = 0.964 Qs = 1.000 Q = 0.964 Fcr = 29.9 4Pn = 245 k Compression Torsional Buckling Capacity it'M„= Flexural Buckling Interaction = Torsional Buckling Interaction= 0.427 OK Fe = 15 ksi Fcr = 13.41 ksi 4Pu = 110 k 0.700 OK (1.2+0.2Sds)D+11Qe+f L+0 2S in k -ft kips Moment Capacity k -ft Capacity Deflection = MU = P„ = Flexural Buckling Interaction = Torsional Buckling Interaction= 1.31 50 84 rI)M„ 203 Compression Flexural Buckling (I)Pc = 245 k Compression Torsional Buckling Capacity 0.561 OK OPn = 110 k 0.981 OK 13 Strut Bearn 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 .eam 81 A w16x31 1. Beam Length 2rG ft Q,Mn = 202.5 k -ft Luntxa0ed 0.0 ft L1orsion 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 in` M Seismic 0 k -ft rx 6.41 in ry 1.17 in Deflections Sx 47.2 in3 A Dead 0.08 in Zx 54 in' A Live 0.00 in J 0.461 in° A Snow 0.12 in Cw 739 in6 fi 0.5 Axial Seismic Load Sas 0.870 QE h kips C20 2.0 p 1.3 OUTPUT (1.2D+0.2 S„,)D+nQe+f, L+0.2S in k -ft k k -ft Compression Flexural Buckling Capacity Deflection = M. = PO = Moment Capacity 0.13 14 85 203 KL/r (max) = 46.8 Qa = 0.916 Qs = 1.000 0 = 0.916 Fcr = 39.6 4Pn = 325 k Compression Torsional Buckling Capacity (l)Mn = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.321 OK Fe = 19 ksi F,= 17.01 ksi en = 140 k 0.666 OK (1.2+0.2Sds)D+.2Qe+f L+0.2S in k -ft kips Moment Capacity k -ft Capacity Deflection = M. = Pn = Flexural Buckling Interaction = Torsional Buckling Interaction= 0.13 15 130 OM, 203 Compression Flexural Buckling $Pn = 325 k Compression Torsional Buckling Capacity 0.464 OK OP.= 140 k 0.994 OK (,4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING (I/Li,7J4'4 rt% p,1 ,rn44M C/47'4401 (;45-C t/ pi/1(67)0d 6ei'4.,e-1 (,r)d s 0 _ 13 71 = a (38. / icyyc/ kJ 77ZST cmtE- �v1' pJl2EC7) 'N - /o- y.. fp— 6 efi•✓eeii Tf c r 13 11►p y, -fds / - y �. D - s (2 �� 1) (x)/5 _ 1 J 11' oject: —Project No. Designed By: Er2.Date: [MI Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206(343-0460 • F: 206!343-5691 1,95 0 9. COUGHLIN COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1 vi cf7pV y' bi C- 7fiti-PM S ?J i /2e -G Don/ 4,2,12 C G12I0 /3 -r/c = a(2$.7-b)(3`J)/5-`% 7-- , I61p 7/G = (.Rs - 76) 3Y/ = 9./ k,1Q Tjc.-�3.6)'Zs)fZz. = 2, a tic[ N -s pi ftrcnoAl 612.1" 1-3 -r/c _ -7yz1r)` ey 3 vNq F ,,/2 c >�y Ga //25 A-60 Tic = i (0.Js)(3)/31 6,a k s 1 _ 3 &.2) 04A ' Project No. Designed By: Date: � ( O Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • F: 206/343-5691 MI W 0 z i J 2 z I u u u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING t 64/4/ ' 4F 7/LT/C41 v /100E- /214P1fi/i.¢4 ? Til/ Cif L- %LT PA*, & L_ S •S i) a7. 80/,5 3 - ,r• / 7717 G 1< 7/1-7 ve " orlit = .3y, Peery /.3Thl, Cil f% QD? C p ',V /0'1 Cm c.> 4/u-= 3 fs fj6)( ')(;") = y as 6� B' groject: 'V Li" 11-u y, tl Lam, Designed By: f'R . Date: 3 oject No. Client: Checked By: Sheet 111 of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 (497 • •( COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Tilt Up Walls & Footings COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL • SEISMIC ENGINEERING V I •ject: fl/,L v/ �,r1 BF Pt ANF d&(/) (oaf ) 1,//./2/N4 74 J 71f/ C4L G✓��� der laery1714 6 ""- St ,- od P SPA r e f4' CT •11Jz f .t/l t,ra /A14 — �l 4 7.''Z, S'4 - Aou. /•v5- P ePo ,C,P2c- 4105' Project No. Designed By: Date: Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F: 206/343-5691 l0$ r • Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Typical 27'6" WALL Wall Data fc 4 ksi Hwail 27.5 ft - assumes pinned -pinned Ec 3605 ksi twau 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 Seismic Data (ASCE 7-02: 9.5.2.6.2.8) IE 1.00 Sos 0.87 Wp 68.8 psf wu min = wu = Mseismic 27.1399 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msc1I 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoii,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in fi 0.5 (0.5 usually) 12 0.2 (0.2 usually) P„ 448=1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu,max 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 6.9 psf 23.9 psf le 1 • dmn?mc, • 4)M„ 36.4 k-in/ft fr 0.474 ksi Mcr 28.70 k-in/ft Conc. Slender Wall Summary SOK Mui=Ma/(1-((5*P„*Lc2)/(0.75*48*Ec*Icr))) Mua 29.2 k-in/ft (sum of seismic loads) Mut 30.8 I= 83.4 n 8.0 A5e 0.327 Du k-in/ft in4 in' 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D+(fiL+f2S) 0.46 k/ft Pu+Puw = 2.73 k/ft, includes wall wt. Mu = w„*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 3.09 k-ft/ft Phi*Mn = 3.47 k-ft/ft OK Ig/ft. = 166.4 in4/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.50 in c= 0.59 in 1,,/ft = 10.27 in'/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 3.47 k-ft/ft 2) Deflections @ Service Loads Smax = 0.59 in ballowable 6allowable = 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 Mcr = 7.5*(fc)o'S*I9lyt 2.4 k-ft/ft A5 = 0.310 in`/ft ASe= (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.343 in`/ft Amax= Ase-max/ft = amax = Phi*Mnmax/ft = Page 2 of 2 0.6p bal 0.51 in`/ft 0.75 in 4.90 k-ft/ft to Covvrivht 2004. COUGHLINPORTERLUNDEEN COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 641 ern -sr col fC Za k 3Z D 1q- amu, re. �. o U ti.) Ate- tc vS: ?opo.. + l+ G" = Si' 6" t)rt, tA) A*,L t -J L G-�$ . £,�, �= �� 31 �� z 7, k14 4.. .-t,) = Z -Soto ,olc.P.(e) 2.35o v7P- RectU- t+rcat. c'k't ti -a, W tci = 2 1.23 /x.35 OSE o " o -n i.1 c 11"P . •ject: \v\ t ' v` -V Project No. Client: Designed By: Checked By: Date: Sheet izql (o of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 7( O CD 0O 0 t4 S N yf cp 0 P> 9 ( 3' N o O S 2' m R' o� o pis cn 11- 0 1O Cpo g 00 ry > 0• 04 w 5. O C � o CCAa C C cv o ro M 0 t1 O hv4> in 07 : C17cr r Cr M. 0 5' S '711 n ti O B O' O ry 0 0 O 0 0 to w 0 W * < 0 A J -0- W < N 00 7. W `—` --I 4. 0 09 CT 0 LA 0 000 '0 S 0 C< 'U 000 0 0 N CD 0 0 0 0 0 0 0 O O wtn N N O L'‘ 0 00 9 0 Interurban Tilt Up Concrete Shear walls `0 0 C ?z„ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4_1 01 NIN v Or v- -0 e't) ritA .1, • -c) 1-7D J S z i 0 0 v 0 •oject: r -t I 0 TJ m II m � w z ii L 1 13d'vd'vd 01 ! •.0-.G' •l3 -�l L Designed By: G7L Date: t( (-7t.1 1� Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F: 2061343-5691 73 • 01 JoJ s1InsaJ WV S17:6 le 060Z 't7Z AON _:flINE a►j►111wws11111un__ IC A■■■■■m■■mi■r.._ 4 AMIIM■■■■■■■■ ■•tsII■1!■■11■■■111111■ 11/■■■■■■■11■■1111■■■ *11111111111111111111111111111111111111111111111111 311111111110111111111111111111111111111111111111111111 iiiii Pi11i11®i1111�1111 F R111111■■■■11■■1111A1111 I "11411u■■■■■/1111x/ Ce ■A. �,1Al11■■11 ■■ ;nal 01/■■■■■■/■■0p a.■■■�llr1111��11■1r11r►t4 Innommunnumm3111111 imumuummumunnEM iiidiiiiiinsiiiie 11111111111111111111■1111■1111■ ■■■■■■■■■■■■■■■■ 11111111111111111116.6.;wr_.. ■■■■■■■■■■■■■■■i. !.mumunumummumg 1■■■■■■■■■■■■■■1i _i._L lumunonnummumt 3 '•■■■■■■1111■■■■■■r r. ■■amisima rwwtst■■■■■■ l■■■►■■■■isak--i 1mai ■■■m .■■■■■■■■.►rr■■■■■■■■■ iiiiMMIWIATIMMIIIMiliiiiiiiiiii 111111111111111111111111111111111111111111111101101M-\111'\"w,iiiiiiimmum i 406 111 n A -g* Dov " I Cn '-' N A 07 d) OD S Wv (P(DW r' CJl l`) :r" cn (xi CJl cn Un cncn 14 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 0 z g z i u u u 3v,LvtA)A k 2._ 3-` bat Say c3 2,E5 I 116�1� j'1i- f- $.9-5`! 5M ; 11- P 4A = cS 10 — SK 3-&-7--- 14,1- 1,3%k L 1-1,3% = \50 r 212 T�• ! _ � ZZ> X16) 3l -- C o r 1-P ` . 4,4 LA. A& = y6.6 lc- e 1- W, = 130 Ts ar '1 1(2-15 4'1. 1,4- zzS�1f-- Doled: `veil" vet/ ^ 0 cx'1 Z �r- Project No. Designed By: a_ Date: t112.4.1S0 Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 15 Canvricht2004. COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING T3 v / rc 4. 1--5r vA/4(A �1 LOA -i' 1 ).J 4 ',IS"1a 4:t 1{ Ti 1 -Ye d n.s ^P�c 4Do(lgj') ( S it Bc.�32) = Zo.1 L o• x 7 . f 3, -- s :1= a .c )(8)Ct2) 3 = 57oa0 j-;;- ,0 -7: 1.6x /0 Ps," •j Z r VLA 120044 2 •ject: \V‘kG/ V-0 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 C5(Pmax)300— P (kip) (Pmax) O O x O 0 0 / fs=0 fs=0.5fy — fs=0 fs=0.5fy 12 x 8 in Code: ACI 318-05 Units: English Run axis: About Y-axis Run option: Investigation 11( derness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/17/11 Time: 09:21:21 I i1 I I I I I I I I I 1 I I I I I I -45 \ (Pmin) -150 / 45 // My (k -ft) (Pmin) — 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 a u = 0.003 in/in Yo = 0.00 in ly = 1152 in^4 ( .ita1 = 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 %� •( • 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 Hwail 27.5 ft - assumes pinned -pinned Ec 3605 ksi twan 8 in Fy 60 ksi Rebar Size #5 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 5.5 in Wall Wt. Factor 1 Wall Weight 100.0 psf IE SDS Wp Mseismic Seismic Data (ASCE 7-02: 9.5.2.6.2.8) 1.00 0.87 100.0 psf Wu min = wu = 96.4219 k-in/ft (factored) Lateral Soil Loading Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msoil 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoit,top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in ft 0.5 (0.5 usually) f2 0.2 (0.2 usually) Pu 448 =1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu,max 1.0 kif Mu,ecc 2.0 k-in/ft Page 1 of 2 10.0 psf 85.0 psf 78 • 4Mc?Mc (1)M„ 162.5 k-in/ft fr 0.474 ksi Mcr 60.72 k-in/ft Conc.. Slender Wall Summary OK Mei =Ma/(1-((5*Pu*Lc2)/(0.75*48*Ec*1cr)) M„ a 98.5 k-in/ft (sum of seismic Toads) M„1 lc, n Ase Au 100.1 k-in/ft in4 267.5 8.0 0.637 in` 1) Design Forces @ Midheight 1.20 + 1.0E + (fit. + f2S) Pu = 1.2D + (f1 L + f2S) = 0.46 k/ft Pu+Puw = 3.76 k/ft, includes wall wt. Mu = w„*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 8.73 k-ft/ft Phi*Mn = 15.02 k-ft/ft OK I g/ft. = Ec = Es = n= a= c= Icrlft 512.0 in`/ft 3834 ksi 29000 ksi 7.6 0.98 in 1.15 in 101.34 in4/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.02 k-ft/ft 2) Deflections @ Service Loads &max = 2.02 in Sallowable = 1/150 6allowable = 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 Mcr = 7.5*(fc)°'5*19/yt 5.1 k-ft/ft As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D A5e/ft = 0.666 in`/ft P max = Ase-max/n amax = Phi*Mnm/ft = Page2of2 0.6p bat 1.13 in`/ft 1.66 in 23.72 k-ft/ft COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 130 wlsr WILL. / ,077/4/4- 6,tyy-('1.3} I-641 K U 3g., -1 51./ J2vC31".r /11 f 2 4* / - Ff- /S,Szo k-/�. /o?k- %�s — y00 C3S.S ) w /t/ i< h4 f 0.9.(4.-,) 6a pop, SY ,4r 3 /. y K Ohre?d 0,50 14; 2- 7 O!c •ject: Vs. Project No. Client: Designed By: 15 1..._ Date: Checked By: 1cNsk((o Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 w COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING P 1 t PR F a .7 Al< )( co) ( 'VQ f cz3'x Cyd 'ao-t,, Frd•F c✓per J?v,, (f : �-✓�( = Y ave /4 t411. = G•0 PtG .P ! 7-7,✓s.r /B4 /6./ !c 0.6 k- 36.9 %r /7 = 5 .J 4P2 U )L ci) C I"4:), '> (06) (6) (I°° St./ k to S" - 5143kP/4' o" •ject: ‘31-.h Project No. No. Client: Designed By: Date: Checked By: Sheet h �zK� to of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 s1 W W 2 7 COUGHLIN COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 13 16AA/4'4 7t3= cL,' WA t- L 7,01 (9.5 )('c ,k 1) _ 17 A goal Qt. = (7•5")(32.47//c) 3/G (y. s) C cove/0 r 3 e likject: \V\ Nr'sr v -`A: c_ - Designed By: .- Date: I l vvi\ C, Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 $2 Project: Interurban Building A: West Wall Fooling 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 Fooling, W Thickness of Footing, t Depth below grade, D Area, A 35.50 ft 3.00 ft 16 in 1.00 ft 106.5 ft2 Section Modulus, S 630 ft3 Footing Loads Gravity Seismic Pxii 21 k Povorborder, 12 k Po 107 k PL . 14 k Plata 154 M. ` °415520 k -in Vu ;','48 k Bearing Stress (allowable) Pd + P1 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 = M. = ti 154.0 k 126.0 k 924 k -ft B B/e= 5.9ok qmin' = partial uplift ksf Pressure Distribution, a = 35.3 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=M/P= 7.3 ft qmax' = 2.69 ksf 8/e = 4.8 ok qmin' = partial uplift ksf Footing size: 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 S3 a a 004, COUGHLINPOR COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Lc/ EsT E4ev4n o'v )497')4/-4.% 4` T; I 'e i t h e /S 11111 j.bG P's?' y-3 ifh 14 vc =4= Z kse ---- CZ) 3---- (olc 1 - /ty ,ice - aC v = sow, IA= SA,fo k -i' Ute- 75. S 14. -?, •4 5 1 is nc /, 0, C ect: ,(�v‘424-40(�'1C. �.� Designed By: Date: \\ \0 Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 W W 0 z 3 J dp 6 z 3 v 3 0V V COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING e UI L wM/ ct' 4 : Sou - rNA 1,••)A L.-1.. 10.1 Tv (z.1b4)(-zs') = wP •ject \V.1p_d t7Gt le‘ Oj �-"..- - Designed By: 'l--- Date: �� 7A i 1 tJ Project No. Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343.5691 d5 • Project: Interurban Building A: South Wali 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, 0 Area, A Section Modulus, S Footing Loads Gravity Seismic Pool( Poveroumen Po PL Ptotai 27.00 ft 5.00 ft 30 in 1.00 ft 135.0 ft2 608 ft3 51 k 15 k 55 k Ok 120 Mu 16632; k -in Vu, 49.5k Bearing Stress (allowable) Pd + P1 Footing size: Pd + P1 + EQ e=M/P= qmax' _ Footing size: 0,9 ksf 8.2 ft 3.04 ksf 1/3 increase = 3333 psf L Components Allowable Po+Pi= 0.9 Po = MS = III =II A 120.5 k 108.4 k 990 k -ft B B/e= 3.3 ok gmin' = partial uplift ksf Pressure Distribution, a = 15.8 ft 0.9 Pd +/- EQ (assumes symmetry about center of footing) e=MIP= 9.1 ft gmax'= 3.31 ksf B/e= 3.0 ok gmin' = partial uplift ksf Footing size: Cr,3 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 t = 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 00 ii 2 W x d g z J Z 0 •oject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 73 L>I L.nr U q , G) Ti p \1 /Y 6-Q "754,40 = &M/L•? ab6 u.A,,c opt 3 `,t L.) }4r $i/ I?7 44ci =3 ti k - f- )3/ K = 9-25 k' " ("J lj.edo — 670 'u rL'ein C),4- -e-- Project No. Client: Designed By: Checked By: Date: /0 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 '% 3 y./fl- moo ' I C 1"-F 1' t L "''‘ 4tt /'qt --121='— Nc- u i,\ ,� /qJ4/VI VI- i-- , ` \ / 4 (7: ,,, ,,.,,,, , /Y 6-Q "754,40 = &M/L•? ab6 u.A,,c opt 3 `,t L.) }4r $i/ I?7 44ci =3 ti k - f- )3/ K = 9-25 k' " ("J lj.edo — 670 'u rL'ein C),4- -e-- Project No. Client: Designed By: Checked By: Date: /0 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 •( •/ Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading Pd Wall Data fc 4 ksi Hwa 27 ft - assumes pinned -pinned E, 3605 ksi wall 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 Sos Wp Mseismic 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 Load Factor 0 Surcharge 0 psf Active Pressure 0 pcf Msoil 0.0 k-in/ft (factored) Vsoil,bottom 0.0 k/ft (factored) Vsoil.top 0.0 k/ft (factored) Axial Loading (Po) Dead Load 320 plf Live Load 0 plf Snow Load 400 plf Eccentricity 2 in 0.5 (0.5 usually) f2 0.2 (0.2 usually) Pu 448=1.4*DL 584=1.2*DL+1.6*LL+0.5*SL 1024=1.2*DL+1.6*SL+LL Pu,max 1.0 klf Mu,ecc 2.0 k-in/ft Page 1 of 2 10.0 psf 90.0 psf •( on„.M, 4Mr�Mu (1)M„ 162.5 k-in/ft f, 0.474 ksi Me, 60.72 k-in/ft Conc. Slender Wall Summary OK Mut=M3/(1-((5*P„*Lc2)/(0.75"48*Ee*lu)l) Mua 100.5 k-in/ft (sum of seismic loads) Mut 102.0 k-in/ft Io, 267.5 n 8.0 Ase 0.637 Du in" 1) Design Forces @ Midheight 1.2D + 1.0E + (f1L + f2S) Pu = 1.2D + (f1L + f2S) = 0.46 k/ft Pu+Puw = 3.70 k/ft, includes wall wt. Mu = w„*h2/8+Pu(e/2)+(Pu+Puw)*8 = (See 'Iterations' Worksheet) = 8.88 k-ft/ft Phi*Mn = 15.00 k-ft/ft OK Ig/ft. = 512.0 in"/ft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.98 in c= 1.15 in Gift= 101.27 in°/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 15.00 k-ft/ft 2) Deflections @ Service Loads max = 2.02 In Sallowabie = 1/150 Sanowable = 2.16 in OK 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 32.3 psi 0.04fc' = 160 psi OK Calculations Mo, = 7.5*(fc)o.s*Ig/yi = 5.1 k-ft/ft As = 0.620 in`/ft Ase = (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.665 in`/ft P max = 0•6P bal Ase-maxrct = 1.13 in`/ft amex = 1.66 in Phi*Mnmax/ft = 23.72 k-ft/ft Page 2 of 2 get z 0 z F 0 z 0 u •oject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING vui>,O AJC 3, C/ P , C T114 t,,G 1 L FtPa,T1J4 (o ( 1.4 -/-- o.o 4 (3 f'ioF) 140 ki7C- Sy 4,9 _ 2./7 oL., = 11(1-c - , v7L) cr PLt = 141 (. 1) — 1 . y 77-, zy g 3 (.G e . ?-) /v p L/"(3f n•a - JIt ZZ•7 1?1...c = /ca 6. /) 1 K-• Pry, — Z33 t f ' `‘A Vu1t.A-4 Project No. Client: Designed By:_ Date: ' I 1 k i f i Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 410 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING ovitaiN� C ("outs C'VitecE atlec. aor 3Lio; (I; oor 10 01 t v3 153 84— (Z.." 4 - 3'S" M,� = ► 1.3 6 K- i— 1`1.310/3.6 = 3.91 F� 1.4pc...4o "Tier --412D cf�S��I uJik �ject: 1 /-C1.14/'64r Project No. Client: Designed By: Checked By: Date: 1 Jr7-Itt Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206!343-0460 • F: 206/343-5691 ql • • Conc. Slender Wall Concrete Slender Wall Design - Checks for Out of Plane Loading P10 OOP wall Wall Data fc 4 ksi Hwail 27 ft - assumes pinned -pinned E, 3605 ksi twall 5.5 In Fy 60 ksi Rebar Size #5 ¢ 0.9 Spacing 6 in we 150 pcf d (to steel c.g.) 3.2 in Wall Wt. Factor 1 Wall Weight 68.8 psf IE Soy 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) Vs011,10p 0.0 k/ft (factored) Axial Loading (Po) Dead Load 304 plf Live Load 0 plf Snow Load 475 plf Eccentricity 2 in f, 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,ea 2.2 k-in/ft Page 1 of 2 6.9 psf 42.0 psf q2- •( OM„'Ma • WM„>_M„ 4M„ 85.5 k-in/ft fr 0.474 ksi Mr,t 28.70 k-in/ft Conc. Slender Wall Summary OK Mut=Ma/(1-((5*Pa*Lc2)/(0.75*48*Ec*Icr))) Mua Mut 48.2 k-in/ft (sum of seismic loads) 50.9 Ic, 84.2 n 8.0 Ase 0.639 in` k-in/ft in4 Du 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)*6 = (See 'Iterations' Worksheet) = 4.91 k-ft/ft Phi*Mn = 7.99 k-ft/ft OK Ig/ft. = 166.4 in4lft Ec = 3834 ksi Es = 29000 ksi n = 7.6 a= 0.96 in c = 1.13 in Icr/ft = 26.92 in°/ft Mn = 0.85fc'*a*b(d-a/2) Phi*Mn/ft = 7.99 k-ft/ft 2) Deflections @ Service Loads smax = 4.27 in Sallowable = 1/150 Sallowable = 2.16 in NO GOOD 3) Axial Loading @ Midheight (Pw +Pmax)/Ag < 0.04fc' psi (Pw + Pmax)/Ag = 34.2 psi 0.04fc' = 160 psi OK Calculations M, = 7.5*(fc)O.5*Ig/yt 2.4 k-ft/ft As = 0.620 in`/ft A„= (Pu+Puw+AsFy)/fy, using 0.9D ASe/ft = 0.652 in`/ft A 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 gU/</7/A/1 Q- L oIIJT (9/0 4s. �So•3� olect: Project No. Client: Designed By: Checked By: Date: Sheet c^Z." ( p of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 94 111; -ct: Interurban Office Fc. -....ng ID or Location: Building A typ braced frame raced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN Engineer: ETL Date: 12122110 GEOMETRY: LOAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge L, = 7.5 ft Distance to Right Edge L2 = 6 ft Column Spacing S = 17.5 ft Footing Width B = 7 ft Footing Thickness T = 3 ft Depth of Soil DS 14 in Slab Thickness t = 6 in Slab Overhang x = 1 ft Distance from Left Column to Add'I Load tOTHERI = 0 ft Distance from Left Column to Add'I Load (OTHER1 = 0 ft S: t(+) i(—) 2.5 1(+), 1('-) foil Surcharge Weight PcoL1 (k) PCOL2 (k) V (k) POTHER, (k) POTHER2 (k) Dead 6.2 <16.3O is = 12. 0 Live 7-.5 ' . 13:3 r . 0 " 0 Seismic 91 ,'-91 y = IIIIIIIIIIIII ksi Wind 0 0 . 0 IMMO Roof/Snow 4.2 15.9 0 0 Redundancy Factor 1.3 Analysis Procedure ELF MATERIAL PROPERTIES: 1Allowabfe Bearing Pressure, including FS qa = 2.5 ksf foil Surcharge Weight woo;, = 110 pcf Passive Equivalent Fluid Weight, including FS w, = 250 pcf Soil Friction Coefficient. including FS is = 0.4 Concrete Weight 7 = 150 pcf Concrete strength Pc = 3 ksf Steel Strenght y = 60 ksi f, (for gravity load combination) 0.5 Analysis results: BASIC LOAD COMBINATIONS => ALTERNATE LOAD COMBINATIONS Bearing I YES Sliding I YES Bearing 1 YES Sliding 1 YES DCR Max Bearing Min Bearing 0.93 2.31 ksf 0.00 ksf 0.85 2.311 0.87 2.90 ksf 0.00 kst 0.63 2.901 THIS FOOTING IS ACCEPTABLE Footing Reinforcing Design Long. Top Reinforcing Quantity Size Spacing 14 #4 @ 6.0 9 #5 @ 9.6 7 #6 @ 13.6 5 #7 @ 18.5 4 #8 @ 24.4 3 #9 @ 30.9 3 #10 @ 39.2 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 in2 /ft (top and bottom) \\server5\struclurall 2010\P1OJEC-0241ENG\Lateral\Building A\Braced frames\Braced Frame Footing.xls 12/22/2010 z W O Z 3 J 1‘ z S u u u •ject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Project No. Client: Designed By: I7 2_- Date: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 tki2;110 of (4 r',ct: Interurban Office raced Frame Footing Stability Analysis COUGHLINPORTERLUNDEEN Fi,,,dng ID or Location: Building C,D,E Braced Frame Engineer: ETL Date: 12/22/10 GEOMETRY: LOAD Select desired unit from drop-down menu (blue cells). Distance to Left Edge L, = 4 ft Distance to Right Edge L2 = 4. ft Column Spacing S = 20 ft Footing Width 6 = 7 ft Footing Thickness T = 3 ft Depth of Soil Ds= 14 in Slab Thickness t = 6 in Slab Overhang x = 1 ft Distance from Left Column to Add'I Load `OTHERT = 0 ft Distance from Left Colurnn to Add' load eOTHERT = 0 ft S: 1(+) 1(-) 1(+). T(-) PCOL1 (k) PCOL2 (k) V (k) POTHERI (k) POTHER2 (k) Dead 1.12 16.9 111111.1111.11 0 0 Live 0 0 0 0 Seismic 54 -54 36 Mail Rood 0 4 0 Roof/Snow 1.75 26.4 0 0 0 Redundancy Factor Analysis Procedure 1.3 ELF MATERIAL PROPERTIES: knowable Bearing Pressure, including FS Oa = 2.5 ksf Soil Surcharge Weight w,ai = 110 pcf Passive Equivalent Fluid Weight, including FS w,,= 250 pcf Soil Friction Coefficient, including FS µ = 0.4 Concrete Weight Concrete strength Steel Strenght r1 (for gravity load combination) y = 150 pcf Pc = 3 ksf fy = 60 ksi 0.5 Analysis results: A x x Pew PCo12 1 r Mei °S M �, T PoTHER1 POTHER2 --- t- V BASIC LOAD COMBINATIONS ALTERNATE LOAD COMBINATIONS = Bearing Sliding YES YES Bearing 1, YES Sliding 1 YES DCR Max Bearing Min Bearing 0.86 2.14 ksf 0.00 ksf 0.65 2.141 0.91 0.49 3.05 ksf 1 0.00 ksf 1 3.051 THIS FOOTING ISACCEPTABLE ..__._.._.._.._.._.._I Footing Reinforcing Design Lon.. Bottom Reinforcin. Quanti Size S.acin. 14 9 7 5 4 3 3 11 6.0 9.3 12.0 16.8 21.0 28.0 28.0 Long. Top Reinforcing Quantity Size Spacing 14 #4 @ 6.0 9 #5 @ 9.6 7 #6 @ 13.6 5 #7 @ 18.5 4 #8 @ 24.4 3 #9 @ 30.9 3 #10 @ 39.2 Shear Check: OK Transverse Steel Reinf: As Req'd = 0.39 in21ft (top and bottom) 1\server5\structural1 2010\P1 OJEC-024\ENG\Lateral\Building A1Braced frames Building B,C braced frame footing.xls 12/22/2010 q7 a7 r r 9 O) (D 0) W N O 03 A (D CO N N N W (D W N 03 W (.3 A N W W W V 0 N N 01 co 3 n 0 to 0 0 03 co ;17 r 0 m O) (J N 0 0 07 Du 577. (0 N .::'.:.3 v v O O 03 0) W., N N W w 4) W N t0 N W N co 0) W 0 N 02 O N O N CO 0 u N W O 0) U1 G1 (n OD DO) U• 0' 0 0 (1 O N 0 01 A W N r 0 n 0 0 n 4.n n a a 03 8 m EA rn m v O (0 O _ (0 N N 0 0 0 0 0 R1 .: tr ▪ + m m• . F N • m m • mrl N O 0 0 SNrour'nD3 0 0 0 0 o, 0 0 W a OV N U m 0. 11 co co 0 0 3 3 0 O m nW) N crn N i rn 0 03 07 V CO DD N A (7( 0. O. a) —4 N (n (d 9) 0 V x (n W N CI) CO CO 0 O A U) O O CO T aaiod leIxy v 03 m d m r IDco3 7 ez!S 33843 5 3 0 0 3 co 03 an Braced Frame Brace Desi I e 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: 1 Beam Information: 50 Size -- HSS6X6X3/8 `► Size -- W18X50 I. 30 - 20 10 - 0 -( l / / / / /r / • / i' •/ ,, / ' // / % / / / • ' /. /" / / • / / / / / / ' / /•/ / / / • / / / , , Fy-- r 46 ksi Fy-- 50 ksi Fu-- 58 ksi Fu-• 65 - ksi b=d -- 6.00 in d-- 0.00 in t -- 0.35 in tw -- 0.36 rn Pu -- 50 kips bf -- 7.50 in tf -- 0.57 in Brace Information: Gusset Information: Size -- HSS5XSX5/16 ry Fy -- 50 ksi Fy -- 46 ksi Fu -- 65 ksi Fu -- 58 ksi t-• 0.63 m 0 Edge Stiffener Plate Column Side Rt - 1.3 on K -- 0,90 E3 Edge Stiffener Plate on Beam Side d -- 5.00 in ❑ Add Beam Web Stiffener t -- 0.291 in Area -- 5.26 in Connection Geometry: Fillet Weld Lengths: Config -- v • Shape Brace -- 14 in x dim. -- 8.5 ft Beam -- 12 in y dim. -- 145 ft Column -- 25 in Bm Slope -- 0.00 !in/ft ideal Cot- I 30 71 in Shear Tab Design Loads (Beam Reaction):•, ❑ Shear Tab Kerfed 0 10 20 30 40 50 Dead Load 0.0 kips Live Load -- 0.0 kips Horizontal Strut Load (Include Overstrength) -- 0.0 kips OUTPUT: Weld Design: Size Brace Forces -- Brace Weld (J2-3) -- 5 16ths Tension -- 339 kips Compression -- 227 kips Beam Weld (J2-4) -- 7 16ths Column Weld (J2-4) -- 7 16ths Design Loads for Shear Tab Design -- When Brace is in Tension: Gusset Plate Design: DCR Block Shear Rupture (J4-5)_ 0.67 Compression on Whitmore Section (E3-1) -- 0.66 Vertical -- 0.0 kips Horizontal -- 61.7 kips When Brace is in Compression: Tension on Whitmore Section (02-1Z-- 0.69 Vertical -- 0.0 kips Weld Development Checks (J2-2) -- 0.77 Free Edge Buckling (Steel Tips 5/04) -- Horizontal -- 41.4 kips Beam Side -- 0.71 Whitmore Section Geometry -- Lw-- 17.42 in Column Side -- 0.77 Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface -- 0.09 Column Interface -- 0.26 Li-- 18.40 in Design Loads for Web Stiffeners -- Beam -- 0 kips Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Weld 04-3) -- 0.64 Net Section Fracture -- Reinforce Brace (Design Separately) Beam Design at Gusset Interface: DCR Weld Development Check 04-4) -- 0,22 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.00 Web Crippling (J10-5a/b)-- 0.00 Column Design at Gusset Interface: DCR Punching Shear/Shear Rupture of Wall (J4-4) -- 0.66 _ Wall Yielding in Shear (J4-3)-- 0,67 Wall Yielding in Flexure (K1-9) -- 0.82 Ok \\Server5\structural\ 2010\P10JEC-024\ENG \Lateral\Building foundation xts 1/1 71201 1 9q Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ffTL Connection ID or Location: BF -1 (2nd bottom) Date: 11/30110 INPUT: Beam Information 50.00 Size -- W16X26 40,00 - 30.00 - 20.00 - 00 0.00 . \ \ . •\ • , \/ '•' \ , , 1„ \ . • '.: ' • :: ' / 0, ' ::.- • • 1 / Fy-- 50 ksi Fu-- 65 ksi d -- . . . tw -- bf -- 15.7 0.25 5.5 in in in tf -- 0.345 in Bm Slope -- 0 in/ft Brace Information: Size -- HSS5X5X5/16 Ry -- 1.4 t -- 0.291 in -50,00 -40.00 -30.00 -20.00 . -10.00 0.00 10.00 20.00 30.00 40.00 50 00 Area Area -- 5.26 in Gusset Information: Connection Geometry: Fy -- 50 ksi MI Include stiffener Plates Top Side Left Brace Right Brace Fu -- 65 ksi on x dim. -- 8.5 ft 8-5 ft t-- 0,75 in 0 Include Stiffener Plates on Bottom Side 14.5 11 14.5 ft Fillet Weld . Brace Lengths 1 16.8 ft 16.8 ft Brace -- 14 in Directly Input height of gusset plate in cell below v Beam -- 37 in Height of Gusset at Center (if used) 12 in OUTPUT: Weld Design: Size Brace Forces -- Brace Weld (J2-3) -- 5 16ths Tension -- 339 kips Beam Weld (J2-4) -- 9 16ths Compression Gusset Plate Design: DCR Left Brace -- 210 kips Right Brace 210 kips Block Shear Rupture (J4-5) LeftBrace -- 0.517 Whitmore Section Geometry -- Right Brace--- 0.517 Left Brace Lw-- 19.15 in Compression on Whitmore Section (E3-1) Left Brace -- 0.418 Li-- 10.53 in Right Brace Right Brace -- 0.418 Tension on Whitmore Section (D2-1) Left Brace -- 0.524 Lw-- 19.15 in Li-- 10.53 in Right Brace -- 0.524 Weld Development Checks (J2-2) -- 0.276 Free Edge Buckling (Steel Tips 5/04) -- Top Side -- 0.444 Bottom Side -- 0.710 Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface -- 0.246 Vertical Shear at Centerline of Gusset -- 0.171 Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Weld (J4-3) -- 0.64 Fracture of Net Section -- Reinforce Brace (Design Separately) Beam Design: OCR Weld Development Check (J4-4) -- 0.527 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.798 OK Web Crippling (J10-5a/b)-- 0.871 11server5 \structura11_2010 \P1OJEC-0241ENG\Lateral \Building A\Braced frames\BF-1 2nd botlom.xls 1/17/2011 12:04 PM 100 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Date: 11/n/10 Connection ID or Location: BF -1 (2nd top) INPUT: Beam Information 50.00 40.00 _ 30.00 - 20.00 10.00 -• 0.00 " ‘ \ t _ 'ti _,'. .• \ \/ �.. `/ v ' • . /'••„ /• / / / Size -- W16X26 FY- i 50 Jksi Fu-- 65 ksi d -- 15.7 Lin tw -- bf -- 0.25 in 5.5 In tf -- 0.345 iin BmSlope -- 0 lin/ft Brace Information: Size ttsssxsxshe 46 ksi -y Fu-- Ry-- 58 1.4 ksi Rt-- 1,3 K -- 0.9 d -- 5.00 in rd - 1,9 in -- Area -- 0.291 5.26 in in r- -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 Geometry: Brace Ri ht Brace Fy -- 50 ksiLeft a Include Stiffener Plates on Top Side Fu -- 65 ksi x dim. -- 8.5 i ft 8.5 ft -- 0.75 in 0 Include Stiffener Plates on Bottom Side y dim_ -- Brace Lengths 13.04 j ft 15.6 ft 13.42 15,9 ft ft Fillet Weld . Brace -- 14 in Directly Input height of gusset plate in cell below 1- 1 Beam -- 37 in Height of Gusset at Center (if used) 12 in OUTPUT: Weld Design: Size Brace Forces -- _ _ Brace Weld (J2-3) -- 5 16ths Tension -- 339 kips Compression Beam Weld (J2-4) -- 9 16ths Gusset Plate Design: DCR Left Brace -- 231 kips Right Brace 226 kips Block Shear Rupture (J4-5) Left Brace -- 0.517 Whitmore Section Geometry -- Left Brace Lw-- 19.81 in Right Brace -- 0.517 Compression on Whitmore Section (E3-1) Left Brace -- 0.429 Li-- 9.81 in Right Brace Right Brace -- 0.426 Tension on Whitmore Section (02-1) Lw-- 19.64 in Li-- 9.98 in Left Brace -- 0.507 Right Brace -- 0.511 Weld Development Checks (J2 -J -- 0.276 Free Edge Buckling (Steel Tips 5/04) - Top Side -- 0.552 Bottom Side -- 0.625 Yielding Under Combined Stresses (Steel Tips 12/98): Beam Interface -- 0.266 Vertical Shear at Centerline of Gusset -- 0.130 Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Weld (J4-3) -- 0.64 Fracture of Net Section -- Reinforce Brace (Design Separately) Beam Design: DCR Weld Development Check (J4-4) -- 0.544 Web Yielding (J10-3 & Steel Tips 12/98) --_ 0.825 OK Web Crippling (J10-5a/b)-- 1.018 \lserver5\structural\_2010\P10JEC-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: j Beam Information: 50 40 - 30 20 - 10 • / / / ��/✓, . /•Y, / / ,' / / // ./ ! ' . , / / ' / / 7.. / . ' / / / . / / ./ / / • / / // / .' / / / / / • / ,' / 1 / / • Size -- HSS6X6X3/B I v Size -- wtax22 4,1 FY-- 4.6 ksi Fy-- 50 . - , ksi Fu-- 58 . ksi Fu-- 6 .:`. ksi b = d -- 6.00 lin d -- 1 13.70 in t-- 0.35 in tw-- 0.23 in Pu -- 50, ,kips bl -- 5.00 in tf -- 0.34 in Brace Information: j Information: Size -- �G��u�sset HSSSXSXS/16 [. y -- 50 ksi Fy-- 46 ksi Fu- 65 ksi Fu -- p 58 _ ksi t-- ,0)75.-4., - in Ry -- l'l'-.'.4 ❑Edge sbffene`r;Plate on Column'Side - _. K -- 0:90' _ I Edgestifener Plate on eam Side d -- 5.00 in ❑ AEi1;l. Web 6tifferi t -- 0.291 in , .. , . .. Area - 5.26 in Connection Geometry: Fillet Weld Lengths Config - v - Shape NI, Brace - 44 ' in x dim. - 8.5 ft Beam -- 18.<, .?.> in y dim. -- 13.04 ft Column -- 1 18 , " : in / l Bm Slope - -0.25 in/ft Ideal col- I 23.49 in Shear Tab Design Loads (Beam Reaction): Shear Tab Kerfed_ _ _ 0 0 10 20 30 40 50 Dead Load -- '10'.0 , T kips Live Load - _ 10AX -. kips Horizontal Strut Load (Include Overstrength) -- I 50 ,0, ` kips OUTPUT: Weld Des_igo: Size Brace Forces - _ Tension -- 339 kips Brace Weld (J2-3) -- 5 16ths - _T Compression -- 248 kips Beam Weld (J2-4) -- 8 16ths Design Loads for Shear Tab Design - Column Weld (J2-4) -- 8 16ths When Brace is in Tension: Gusset Plate Design: DGR _ Vertical - 99.8 kips Block Shear Rupture (J4-5)_--- 0.54 Horizontal -- 51.7 kips Compression on Whitmore Section (E3-1) -- 0.44 When Brace is in Compression: Tension on Whitmore Section (D2-1) -- 0.50 Vertical -- 73.0 kips Weld Development Checks (J2-2) -- 0.56 Horizontal -- 37.8 kips Free Edge Buckling (Steel Tips 5/04) :- Whitmore Section Geometry -- Beam Side -- 0.78 Lw-- 20.01 in _ Column Side -- 0.57 Li-- 15.84 in Yielding Under Combined Stresses (Steel Tips 12/98): Design Loads for Web Stiffeners -- Beam Interface -- 0.15 ___ Beam -- 0 kips Column Interface -- 0.09 Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Wetd (J4-3) - 0.64 Net Section Fracture -- Reinforce Brace (Design Separately) Beam Design at Gusset Interface: OCR Weld Development Check (J4-4) -- 0.46 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.50 Web Crippling (J10-5a/b)-- 0.94 Column Design at Gusset Interface: OCR Punching Shear/Shear Rupture of Wall (J4-4) -- 0.55 Wall Yielding in Shear (J4-3)-- 0.59 Wall Yielding in Flexure (K1-9) -- 0.83 S hear Tab Design: DCR Combined Shear/Tension Yielding_of Plate-- 1.00 Weld Fracture -- 0.84 Wall Yielding in Shear (J4-3)-- 0.35 Ok _ Wall Yielding iri Flexure (K1-9) -- 0.60 - -'Punching S th ar(Shear Rupture of Wall 04=4) _- 0.39 \\server5\structural\ 2010\P1OJEC-024\ENG\Lateral\Building A\BracedrT m t 1pdt3rd.xls 1/17/2011 101 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 foundation Date: 1/17/2011 INPUT: Column information: i Beam Information: 50 Size --HSS6X6X3/8 __,1_7_11 Size -- W 18X50 �� 40 - 30 - 20 10 - 0 / /� � / / / •' / / •/ / / • / / / '•/ 1 •/ / /• / /// / • / / / r / / // /rr -• /-x / r.. % / •/ / • // ; •/• / / / / .� / / / • /' • / • I Fy-- 46' ksi Fy-- 50 ksi Fu-- 58 ksi Fu-- 65 ksi b=d 6.00 in d - 0.00 in t -- 0.35 in tw - 0.36 in Pu-- 50. kips bf-- 7.50 in K - 0.57 in Brace Information: Gusset Information: Size -- HSS5X5X5/16 vJ Fy - " i` 50: `" ksi Fy-- ,46 ksi Fu-- :,65'- ' ksi Fu-- `° 58`" ksi t-- "063 - ain Ry- 14 ❑ Edge:Sdffener - Plateon Column Side _ Kt - , ,,,,� x K -- :0b 0:90 J e ❑Edge Sbtfener pate on seam S de. d - 5.00 m ❑Add Beam veli Stiffener • • t -- 0.291 in Area -- 5.26 in Connection Geometry: Fillet Weld Lengths: Config -- x - Shape 1 V Brace - e."'14 in x dim. - - 20:7 ft Beam - 14 in y dim. - ' X27:9. ' _ ft Column 21 '_ in Bm Slope , 0 00.'' in/ft Ideal Col- I 26.95 in Shear Tab Design Loads (Beam Reaction): ❑ Shea Tab Kerfedn 0 10 20 30 40 50 Dead Load - .0 .0 kips Live Load '20.0- kips Horizontal Strut Load (Include Overstrength) -- ."0.0 kips OUTPUT: Weld Desiqn: Size Brace Forces -- Brace Weld (J2-3) -- 5 16ths _ _ Tension -- ___ 339 _ kips __ Compression - 176 kips Beam Weld (J2-4) 7 16ths Column Weld (J2-4) -- 7 16ths Design Loads For Shear Tab Design - When Brace is in Tension: Gusset Plate Design: DCR Block Shear Rupture (J4-5) - 0.65 Vertical - 0.0 kips _ Horizontal -- 67.2 kips Compression on Whitmore Section (E3-1) -- 0.42 Tension on Whitmore Section (D2-1) -- 0.64 When Brace is in Compression: Vertical - 0.0 kips Weld Development Checks (J2-2) -- 0.84 Horizontal - 35.0 kips Free Edge Buckling -(Steel Tips 5/04) -- Whitmore Section Geometry -- Beam Side -- 0.98 Lw-- 18.89 in Column Side -- 0.77 Yielding Under Combined Stresses (Steel Tips 12/98): Li-- 14.87 in Design Loads for Web Stiffeners -_ Beam Interface -- 0.11 Beam -- 0 kips Column Interface -- 0.40 Brace Design: OCR Shear Rupture at Weld-( J4-41•- 0.66 Shear Yielding at Weld (J4-3) -- 0.64 Net Section Fracture -- Reinforce Brace (Design Separately) Beam Design at Gusset Interface: DCR Weld Development Check (J4-4) -- 0.23 - _ Web Yielding (J10-3 & Steel Tips 12/98) -- 0.00 Web Crippling (J10-5a/b)-- 0.00 Column Design at Gusset Interface: DCR Punching Shear/Shear R ptureof Wall (J4-4) -- 0.75 Wall Yielding in Shear (J4-3)-- 0.75 Wall Yielding in Flexure (K1-9) -- 1.00 Ok - \\server5\structural\ 2010\P10JEC-024\ENG\Laterai\Building A\BracedrfFerhatatlpt2tfoundalion.xls 1/17/2011 103 Braced Frame Connection Design - Strong Axis Column COUGHLINPORTERLUNDEEN Project: Interurban Office Engineer: ETL Connection ID or Location: BF -2 (roof) Date: 1/17/2011 INPUT: Column Information: Beam Information 50 Size -- HSS6X6X3/8 S1�e -- J W16X26 I .1 40 - 30 20 10 / /' / .• / / . / // /• / /' / / , / // /• / / / / ' . / / / .f ///:// / / / / / /• / . 1, / :( •"• .'. / / Py --46 ksi Fy-- 50 ksi Fu --58 b=d -- 6.00 ksi in Fu-- 65 ksi ! d-- 15.70 in t-- 0.35 lin tw-- 025 in Pu -- 1/ 50 Ikips bf-- 5.50 in tf-- 0.35 ,in Brace Information: 1 Gusset Information: Size -- HSSSX5X5/16 i V lir Fy -- 50 ksi Fy •- 46 ksi Fu- 65 ksi Fu -- 58 ksi t-- 0.75 in 0 Edge Stiffener Plate on Column side Rt -- 1.3 K -- 0.90 ❑ Edge Stiffener Plate on Beam side/ d -- 5.00 In 0 Add Beam Web Stiffener t-- 1 0.291 in Area -- 5.26 in Connection Geometry: Fillet Weld Lengths: Config -- X - Shape V Brace -- 14 in x dim. -- 20.67 ft Beam -- 17 in y dim. -- 27.85 ft Column -- 15 in 0 / Bm Slope -- 0.25 in/ft !deal Col- 14.93 in Shear Tab Design Loads (Beam Reaction): 0 Shear Tab Kerfed - 0 10 20 30 40 50 Dead Load -- }. - 10.0 kips - Live Load -- f 10.0 kips Horizontal Strut Load (Include Overstrength) -- 50.0 l kips OUTPUT: Weld Design: Size Brace Forces -- Tension -- 339 kips Compression -- 179 kips Brace Weld (J2.3) -- 5 16ths Beam Weld (J2-4) _- 8 16ths Design Loads for Shear Tab Design -- Column Weld (J2-4) -- 8 16ths When Brace is in Tension: Gusset Plate Design: DCR Vertical -- 133.2 kips Block Shear Rupture (J4-5) -- 0.54 Compression on Whitmore Section -- 0.30 Horizontal -- 52.6 kips When Brace is in Compression _1E3-1) Tension on Whitmore Section (D2-1) -- 0.51 Vertical -- 70.3 kips _ Weld Development Checks (J2-2) -- 0.54 Free Edge Buckling (Steel Tips 5104) -- Horizontal -- 27.8 kips Whitmore Section Geometry -- Beam Side -- 0.64 Lw-- 19.59 in Column Side -- 0.60 Li-- 11.76 in Yielding Under Combined Stresses (Steel Tips 12/98): Design Loads for Web Stiffeners - Beam Interface -- 0.12 Beam -- 0 kips Column Interface -- 0.05 Brace Design: DCR Shear Rupture at Weld (J4-4) -- 0.66 Shear Yielding at Weld (J4-3) -- 0.64 Net Section Fracture -- Reinforce Brace (Design Separately) Beam Design at Gusset Interface: DCR Weld Development Check (J4-4) -- 0.47 Web Yielding (J10-3 & Steel Tips 12/98) -- 0.60 Web Crippling (J10-5a/b)-- 0.79 Column Design at Gusset Interface: DCR Punching Shear/Shear Rupture o f Wall (J4-4) -- 0 52 Wall Yielding in Shear (J4-3)-- 0.53 Wall Yielding in Flexure (K1-9) -- 0.94 Shear Tab Design: DCR Combined Shear/Tension Yielding of Plate-- 1.00 Weld Fracture -- 0.78 Wall Yielding in Shear (J4-3)-- 0.37 Ok Wall Yielding in Flexure (K1-9) -- 0.56 Punching SFarfShear Rupture of Wall (J4-4) -- 0.40 1\server5\structurall_2010\P10JEC-0241ENG\Lateral\Building A\BracedrtrattraBipt2t3rd xis 1/17/2011 1 1 r A-nU'(\o Coate r\, COUGHLINPORTERLUNDEEN STRUCTURAL. • CIVIL • SEISMIC ENGINEERING *ct tri drif- Project No. Client Designed By: Checked By: Sheet' of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P:206/343-0460 • F:206/343-5691 /D5 O Z 3 J 2 b J 0 0 u o ect: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING GoN�n�r� v�s A-4(\,6)— 2> 1cl 4A44.' gAvrCjCKsiv' t Gash° 4%1— 0.3, Av. (60)(t,Ltst7s4-3 cos 56.3) 414= 4 Afily, $V'f r ei d, 311//?- `� '" 1/./01))1 C21) 4,k ct L-vn IV tl.T' 11 55 G X( Pe vhe/ ,r- ,�- T4- i7-9'' rv.e Jed / ?-7 / 1/ 7,3��l�h 3/n1� PA -I ET A ruv'1 Project No. Client: Designed By: &fl Date: Checked By: Sheet 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 of /D' Braced Frame Shear Anchorage Design `roject: Interurban Office Engineer: ETL Date: 1/14/2011 Br, . Size Brace Angle (from base plate) Number of Keys HSS 5x5x5/16 Results 52 degrees Brace Force 208.6 kips 2 Grout Pad Thickness 1.5 inches Spacing Between Keys 14 inches Width of Base Plate 16 inches Base Plate Thickness 1.5 inches Shear Key Steel Gr. 50 ksi Concrete Strength 3 ksi Reinf. Steel Area 0.7 in2 (between shear keys) 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 X01 LRFD BASEPLATE DESIGN Column Marks: Interurban Office BF base plate Jrail 2010\P10JEC-0: 1/14/2011 12:02 Inputs: Hu: Pedestal Width: Pedestal Length: A2: cc: Column Section: Column d: Column br: Clearance on Sides: Base Plate fy: 214 kips 60 in 60 in 3600 inA2 3 ksi TS6x6 W?x?,TS?X?,P? (see help) 6 in 6 in 1 in 50 ksi Determine: Al> Controlling Al= 5.43 inA2 69.93 inA2 36.00 inA2 69.93 inA2 Determine; delta: Suggested N- 0.45 in 8.81 in USE N= 16 in etermine: Suggested B: 8.00 USE 8= so A,= 16 in 256 inA2 Check Bearing'Stress ppc fp: €13cPp 3.06 ksi 0.84 ksi 783.36 Determine m,n:. m: n: 5.15 in 5.15 in Compute A X: X: n': An': 0.273 0.56 1.50 in 0,85 in Determine t Controlling c: tp> w/ Plate B: w/ Plate N (D): 5.15 in 0.993 in 16.00 in 16.00 in BRZ Page 1 1/14/2011 12:02 PM ICS f 1V4 Table 3.1. Anchor Rod (Rod Only) Available Strength, kips Rod Diameter, in. Rod Area, Ar, int LRFD 4R0, 0 = 0.75 ASD R„/ i1, 51= 2.00 Grade 36, kips Grade 55, kips Grade 105, kips Grade 36, kips Grade 55, kips Grade 105, kips 6 0.307 10.0 12.9 21.6 6.7 8.6 14.4 3/4 0.442 14.4 18.6 31.1 9.6 12.4 20.7 7/8 0.601 19.6 25.4 42.3 13.1 16.9 28.2 1 0.785 25.6 33.1 55.2 17.1 22.1 36.8 1 Ye 0.994 32.4 41.9 69.9 21,6 28.0 46.6 VA 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 2% 3.98 130 168 280 86.5 112 186 2'/2 4.91 160 207 345 107 138 230 23A 5.94 194 251 418 129 167 .278 3 7.07 231 298 497 154 199 331 31/4 8.30 271 350 583 180 233 389 31/2 9.62 314 406 677 209 271 451 33A 11.0 360 466 777 240 311 518 4 12.6 410 530 884 273 353 589 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 v4= 1.0 Ab,s = 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 fc' = 4 ksi. For higher strength anchor rods, washer plates may be necessary to obtain the full strength of the anchors. The size of the washers should be kept as small as possible to develop the needed concrete strength. Unnecessarily large washers can reduce the concrete resistance to pull out. Hooked anchor rods can fail by straightening and pulling out of the concrete. This failure is precipitated by a local- ized bearing failure of the concrete above the hook. A hook is generally not capable of developing the required tensile strength. Therefore, hooks should only be used when tension in the anchor rod is small. S7• ? Z3/4 Appendix D of ACI 318-02 provides a pullout strength for a hooked anchor of (Iyr4(0.9f' 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 4.54; yr4 =1 if the anchor is located where the concrete is cracked at service load, and W4 = 1.4 if it is not cracked at service loads. Concrete Capacity Design (CCD) In the CCD method, the concrete cone is considered to be formed at an angle of approximately 34° (1 to 1.5 slope). For simplification, the cone is considered to be square rather than round in plan. See Figure 32.1. The concrete breakout stress (f in Figure 3.2.1) in the CCD method is considered to decrease with an increase in size of the breakout surface. Consequently, the increase in strength of the breakout in the CCD method is proportional to the embedment depth to the power of 1.5 (or to the power of 5/3 for deeper embedments). The CCD method is valid for anchors with diameters not exceeding 2 in. and tensile embedment length not exceeding 25 in. in depth. 20 / DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN /0 A Table 3.2. Anchor Rod Concrete Pullout Strength, kips Rod Diameter, in. Rod Area, An in2 Bearing Area, in' Concrete Pullout Strength, 4" Grade 36, kips Grade 55, kips Grade 105, kips 5/e 0.307 0.689 11.6 15.4 19.3 3/ 0.442 0.906 15.2 20.3 25.4 '/a 0.601 1.22 20.5 27.3 34.1 1 0.785 1.50 25.2 33.6 42.0 13 0.994 1.81 30.4 40.5 50.7 11A 1.23 2.24 37.7 50.2 62.8 1-1/2 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 21A 3.98 6.69 112 150 187 21/2 4.91 8.17 137 183 229 23A 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/ 9.62 15.3 257 343 429 33 11.0 17.5 294 393 491 4 12.6 19.9 334 445 557 t- /-s, 1.5 h I� A 3h•, View A -A 3h • f =Tensile stress In concrete along surface of stress cone. o. 4.4:4.44!•....•..... • • ••. ........................ ii•�•�•ii i i i•�•�•ii • � i ••i � ••ii•�•i ....................... ....................... ........................ ....................... ........................ ....................... ........................ ....................... ....................... 444 ..............•....4 ....................... .❖i0•�1•ii•�•i i`• . i i .•�•i i ii i i� �•.••..... 4444.•.. 4444•♦ ........................ ....................... ........................ ........................ ....................... ........................ .•.-.•...•..•.❖.•o.•.❖4.44❖..❖.•4 ....................... .................. . . 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 Nobs = 4 j3 24R he1's AN for hi <11 in. 'gNo and $ Nog= tiW316 Z hii3 ANo for he > 11 in. where = 0.70 V3= 1.25 considering the concrete to be uncracked at service loads, otherwise =1.0 = depth of embedment, in. AN = . concrete breakout cone area for group Figure 3.2.1. Full breakout cone in tension per AC1 318-02. AN, = concrete breakout cone area for single anchor DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN / 21 110 •• •r • COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Masonry Walls & Footings 0 z 0 J tl 0 Z J u 0 0 r. u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /{l4sokl2r OVT or L7 4rvr WA U. 0z:14N (LaP) 01. o�nlC T3, C, ODE 7P c,3L- l,/ A- a Guar- c��y, �- •�� ti $r`c POP �P�EaDs►{E E -i (3vtt,Dt TmtC4L ..JkLL G fcort- h e y � h f 20 / E OoP ceR CR ,rftc"ET likject: -c kJ -4 bc.,. Project No. Designed By: Date: k� Client: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 /11 0 COUGHLIN COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING A50AQl' 007' 1Jc514N : Pv#tetA/y 1,CG./rriter2c) +.1Au-- LkD.p 2`\-1 Pct 34,2- 105P- GAS E CASE. a, &ISE / AJE 2 2 13, 6' G' 4rZ 64 S / 4..14 LL 01s t i (Ac> 4---- 3‘,1 3t 4-•--- - od /0`�U*LC, My, a c)7, k-4 Ic-►rlp} idN= 6S,sf lklect: Project No. Designed By: Date: t` kl,A4 h0 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206(343-0460 • F: 206/343-5691 112 z W O z 6 F I u u •ject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING /A SON Ki' ,OP PIS/ 4,IJ.• eltiL/2/4/ c W/'mat"d p ' t bit w+ -u_ -- �'i t,'2- -e S PA" 41 ► ,A.t �u („ IQ/ - (0.2S It -F1-- 10-34, � = j,c,c\ f -r (3/v1 _ I a 9-I 1? rtxj- v a�� \\ u.‘t Oc, v. cA- Project No. Client: Designed By: Checked By: Date: t.' 124110 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343.0460 • F: 2061343-5691 i'3 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 fZ Za' 'r IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Interurban Typical 8" wall building B,C,D,E Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 84 psf 1 (CMU=1, BMU=O) 84 psf 0.87 1.00 Clear Height Nom. Thickness Rebar Size (#) ....Spacing ....Location Seismic Data wunun = 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) Put = 1.2D + (f1L + f2S) Put= 0.27 k/ft, does not incl. wall wt. of this level P„ = 1.63 k/ft, includes wall wt. from h/2 3) Maximum steel ratio (ACI 530-02 3.2.3.5) A5 max/ft = 0.412 in`/ft A, actual/ft = 0.155 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*8 = 3.04 k-flft (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, 6 or 7) 24 in (8,16,24,32,40 or 48) 1 (0 = Cntr; 1 = 2" clr ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads Smax = 8ollowabte = 8allowabte = 2.34 in 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 17.8 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 42.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 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 /' IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) 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 = Wiwithoul 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 1) Design Forces @ Midheight = 1.2D + 1.0E + (f1L + f2S) Pw = 1.2D + (f1L + f2S) PLA = Pu = 0.27 k/ft, does not incl. wall wt. of this level 1.28 k/ft, includes wall wt. from h12 3) Maximum steel ratio (ACI 530-02 3.2.3.5) AS max/ft = 0.310 in`/ft As actual/ft = 0.116 in`/ft OK 5) CMU wall moment capacity Mu = w„`h2/8+Puf(e/2)+(Pu)*5 = 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 = 0.18 in Sallowable = 8aliowable = 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 14.0 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 X15 Zook IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Interurban Wall I.D.: Typical 10" wall at window areas Building B,C,D,E fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? wp SOS IE Dead Load Live Load Snow Load Eccentricity f1 f2 Wall Data 1.5 ksi 60 ksi 0.9 1 (yes=1, no=0) 1 (add'I finishes, etc.) 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 = wtwithout 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) Pur = 1.2D + (f1 L + f2S) Puf = Pu = 10.4 psf 65.0 psf 65.0 psf 0.27 k/ft, does not incl. wall wt. of this level 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 in4/ft A, actual/ft = 0.233 in4/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*6 = 6.33 k-ft/ft (See 'Iterations' Worksheet) Phi*Mn = 7.53 k-ft/ft OK Date: 11/29/2010 Engr: ETL 27 ft - assumes pinned -pinned 10 in (6,8,10 or 12) 5 (4,5, 6 or 7) 16 in (8,16,24,32,40 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 6max = Sallowable = Sallowable = 2.19 in 0.007h (ACI 530-05 3.3.5.5) 2.27 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 16.9 psi 0.05fm = 75 psi 0.20fm = 300 psi H/t = 33.7 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 2-9 IBC Masonry Wall Out -Of -Plane Design (Per ACI 530-05 Section 3.3.5) Project: Wall I.D.: fm Fy Phi Solid Grouting? Wall Wt. Factor Wall Weight CMU or BMU? Wp SOS IE Dead Load Live Load Snow Load Eccentricity f, 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 + (fit. + f2S) Pu, = 1.2D + (f,L + f2S) Put = Pu = 0.27 k/ft, does not incl. wall wt. of this level 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 = 0.233 in`/ft OK 5) CMU wall moment capacity Mu = wu*h2/8+Puf(e/2)+(Pu)*6 = 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" cir ea. face) (ASCE 7-05 section 12.11.1) (ASCE 7-05 section 12.11.1) (For deflection check in item 2) below) 2) Deflections @ Service Loads Smax = Sallowable = Sallowable = 1.71 in 0.007h (ACI 530-05 3.3.5.5) 1.68 in OK 4) Axial Loading @ Midheight Pu/Ag < 0.05fm (0.20fm if H/t < 30) Pu/Ag = 14.0 psi 0.05fm = 75 psi 020fm = 300 psi H/t = 31.5 OK COUGHLINPORTERLUNDEEN Page 1 of 1 Updated 8/17/07 111 W 3 0 u u u Q •ject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 7 vi tT/ AJ4 $, G/ D, E MASo Nkr' S4 --1E414- Wa►,t s TI��c�rL 1,0A/cr & Au- 'Dgt(- 4 r *IIR, Man Eur IZfte/F. C?/L /rvCPCcTh!?J Vs., Alf e, t7t� geik.1r f (7) d s to Frac p r o -at.-. Fo 4770,14 S •: TS Ascs> o N GEp . - Lo GAi 47)ON6 PO Th /S t /i' I? c 4 / s 4 1.4441 A /v) 'iv to' 7 1rs (,4/(4.1. Lv V7Y O - to A/! wAct.. /bo nA/g T-4NAwt) 5 ri rM I G. Q,/'e- +tYiot); • 11:3,1 c/110 t,) ur, 10 011 RE Y2 4 r•tc' OM- 30' oHC) t a (\b) = 3eac ? tf 7_3st�-� f.9 P1/62.ca p/; =t4 Mo-= crt I a�suw�c. d =tZ" vLcd) = 2>.Sle:. c o -n -o \ 5 vcc fiN,c kvtcs, '►- t►t ordeV 4-0 V^c.ve-' ca.vr fe. t rvc..= z vim. _ - 14-1' ♦ QSS V.YV�R� `.l Olt t.otd e Ce o4pan• �# Vc. = 3 _ o. -Ts C�� sno o c = 1-L.4 worn'72 e X 1i`' 61> Project No. \Out v pct vn. Client: Designed By: � Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 tie z W 0 O z z J u 0 0 S •oject: Project No. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING P c?1-)A) 124-113F1,4 c tekis cold y' . T�I�JF 0 ty1 = 59. Epy \'Z = 69 y J'— d, = ,i • S a C : ( As - /. Dal Gtr. 0.6 4s = 7.D6,n z` k d.69' ,., As 0•27,k -I- c�d p. & L 20e 6c{/F) = 1,5,x, .=7 Ci") a S s 41% b,a.ea peat B(Ib") Client: Designed By: Checked By: £TILT Date: Sheet of (ff 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343.5691 /1q z W W z i K W O Z 3 S u O 3 •olect: Project No. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 73, c, p, & /N7r,e'cle ,1 f 04Ig - . M Ore 11704ff/3) D /,3K �bp cknv Tt...x k z: (VI • S) (2,(;)(5.-k) v? G kip fv'L1 — Za 5 ((Q) +- I3.77- fr Ft 1(.,sas - �h Client: Designed By: Date: Checked By: Sheet )1 DIED of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 120 CoughlinPorterLundee n 413 Pine Street.5uite 900 Seattle, INA 90101 P: 206/343-0460 F: 206/343-5 exit project Interurban by ETL sheet no. location Building B,C,D,E interior dole 12/9/2010 etient job no. .lasonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data Reinforcement Input fine 1.5 ksi Vert. rebar size (#) fy= 60 ksi ....spacing HW = LW = Nom. Thickness = Solid Grouting? Concrete or Clay? Max unbraced height = Sds = Seismic Design Category = Stack Bond? Loading Input 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 Vs = 0 kips @ 0 ft Gravity Line Loads Wall Weight = 2478 plf Dead Load, wog = 120 pif Live Load, wLL = 0 pif Snow Load, wst. 200 pif Pl = P2 = P3 = P4 = P5 = fl = 0.5 f2 = 0.2 ....no. bars/spacing 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 2000 1800 1600 1400 1200 1000 800 600 400 200 0 00 1000.0 2000.0 3000.0 4000.0 $Mn (k -ft) 5000.0 6000.0 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 itxte NA 0- e"..) 1000.0 2000.0 3000.0 4000.0 $Mn (k -ft) 5000.0 6000.0 Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live fi Seismic 15 19.4 0.2 5.6 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 10 ft DL2 = 0 kips @ 0 ft DL3 = 0 kips @ 0 ft DL4 = 0 kips @ 0 ft Maximum Out -of Plane Vertical Steel Ratio = 0.396 in`/ft Maximum In -Plane Vertical Steel Ratio = 0.445 int/ft OK As Actual = 0.307 int/ft Shear: ft ft OK V corresponding to 1.25*Mn = OK Vu = 47.3 kips 4Vn = 72.4 kips OVs = 72.4 kips P min and Spacing Pvert phot (min)OK OK Pven (min) OK OK Phorz (min) OK Boundary Element Check (ACI 3.3.6.6): Not Required Requirements Smax (vert) OK Smax (Horz) OK Min vert=112 horiz OK /21 Project: Interurban Building A: West Wall footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, o 2500 psf Coefficient of Soil Friction,µ 0.40 Lateral Bearing Resistance, p 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B Width of Footing, W Thickness of Footing, t Depth below grade, D Area, A 28.00 ft 5.00 ft 30 in 1.00 ft 140.0 ft2 Section Modulus, S 653 ft3 Footing Loads Gravity Seismic Pselt 53 k Povedburden 15 k PD 64,6 k PL 19,4 k Ptotal 152 M 16525 k -in V„ 47.3 k Bearing Stress (allowable) Pd + PI q' _ Footing size: Pd + PI + EQ e=M/P= qmax' _ Footing size: 1.1 ksf 6.5 ft 2.69 ksf 1/3 increase = 3333 psf L Components Allowable PD+PL= 0.9 P0 = M$ = 151.9 k 119.3 k 984 k -ft III=III D B B/e= 4.3 ok qmin' = partial uplift ksf Pressure Distribution, a = 22.6 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=MIP= 8.2 ft qmax' = 2.76 ksf B / e = 3.4 ok qmin' = partial uplift ksf Footing size: l 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 }t = Lateral Bearing = Total Resistance = Remaining Lateral Force = Required Additional Dead Load = 34 k 48 k 7.0 k 55 k, no sliding occurs 0 0 not required Y a 122- 4111( SHEAR WALL FOOTING DESIGN SHEAR WALL ID: Budding B,C,D,E interior masonry fooling reinforcement fe: 3000 (psi) fy: 60 (ksi) Footing Depth: 30 (in) Clear Cover. 3 (in) One Way Shear Strength: 0.75 tl 26 5 (in) b. 12 (in) 4Vc 26.1 (WS) Vu• 7.5 (k/ft) DCR: 0.29 OK Fooling Demand: 00 FACTOR TO ULTIMATE from ALLOWABLE: t4 V (SAFE STRIP). 0 (k) Strip Width: 60 (in) Vv: 0.0 (k/ft) (OR) Cantelever Length (from face of supl): 48 (in) 3 (ksf) Vu: 7.5 (kilt) Moment Strength of Footing Cantelever: Long Direction ¢: -'0.9 Di: 0.85 Mu: 403.2 (k -in) P: 0.0009 (Required by moment) Pump: 0.0018 (ACI 7.12 2.1) tnelttde top rem( for r..: YES (YES or NO) p„qd: 0.0009 • (for 00.9) 0.0135 OK Max Spacing: O BAR #: aF. AREA: O s,ega: Footing Demand: EO FACTOR TO ULTIMATE from ALLOWABLE: M (SAFE STRIP): Strip Width: (OR) Cantelever Length (from face of supt): Mq: 1.4, 0 (k -in) 60 (m) 0.0 (k-in/ft) 48 (in) 3 (ksf) 403,2 (k-in/f1) 18 (ACI 105.4) 3 4 5 6 7 8 9 0.11 0.2 0.31 0.44 0.6 0.79 1 4.6 8 4 13.1 18.5 25.3 33.3 42.1 Barg: 8 Spacing: 12 (in) As: 0.79 (in) w a: 1.55 (in) to • rid: 0.069 ' OM.: 1097 4 (k -M/11) Mu: 403.2 (k -inns) OCR: 0.37 OK `Ir re C� r ! • G 2i n 1 ( (4) / f i Moment Strength of Footing Cantelever: Short Direction 10 11 1.27 1.56 53.5 657 Q:. 0.9 0.85 Mu: 157.5 (k -in) P: 0.0003 (Required by moment) Pump: 0.0018 (ACI 7.12 2.1) include top rein( for n,.o YES (YES or NO) p,.qd: 0.0009 • (for ¢=0.9) 0.0135 OK zMax Spacing: O BAR #: a AREA: O sip: Footing Demand: Cantelever off end of wall 00 FACTOR TO ULTIMATE from ALLOWABLE: 1.4 M (SAFE STRIP): - 0 (k -In) Strip Width: 60 (in) 0.0 (k-inffl) (OR) Cantelever Length (from face of supt). 30 (in) q,,; 3 (ksf) M0: 157.5 (k-innl) 18 (ACI 1054) 3 4 5 8 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 (mz) ail a: 0.61 (in) co Gd: 0.027 $M,,: 438.5 (k-rn/ft) Mu' 157.5 (k-in/(1) DCR: 0.36 OK -14 ) ° t o � t Tj 123 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING •Ject: Project No. \V\VC_ Vctivbc.v‘ Client: Designed By: Date: Checked By: Sheet I f 7 //0 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1 7t CoughlinPorterLundeen 413 Pine Street, EuIte SOO Seattle; V A 9H101 P: 206/343-0460 F; 206/343-S691 project Interurban by ETL sheet no. locolion Building F grid D dole 12/9/2010 client job no. .iasonry Shear Wall Design in Accordance with 2009 IBC and ACI 530-05 Section 3.3.6 Input Wall Data fm= fy HW = Reinforcement Input 1.5 ksi Vert. rebar size (#) 5 60 ksi ....spacing 32 in (8,16,24,32,40 or48) 21.5 ft ....no. bars/spacing 1 (1 or2) Lv,= 144 in Nom. Thickness = 8 in (6,8,10 or 12) Horiz. rebar size (#) 5 (4,5, or 6) Solid Grouting? 1 (yes=1, no=0) ...:spacing 48 in (8,16,24,32,40 or 48) Concrete or Clay? 1 (1=Concrete, 2=Clay) ....no. bars/spacing 2 (1 or 2) Max unbraced height = 20 ft Sds = 0.87 Seismic Design Category = D Stack Bond? 0 (yes=1, no=0) Loading Input 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, wot = 64 plf Live Load, wL(, = 0 plf Snow Load, wsL = 100 plf P'1 = PZ = P3 = P4 = P5 = f1 = 0.5 f2 = 0.2 Wall Weight = Equiv. Solid Thick. = 84 psf 7.625 in Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live f1 Seismic 1 III Note: All Load Cases must fall within the curve to be adequate Gravity Point Loads (kips) Dead Snow f2 Live f1 Seismic 0 0.2 0 0.5 0 © 32 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 20 0 0.2 0 0.5 0 @ 44 0 0.2 0 0.5 0 @ 48 Adjacent Wall Dead Loads DL1 = 0 kips @ 10 ft DL2 = 0 kips @ 0 ft DL3 = 0 kips @ 0 ft DL4 = 0 kips @ 0 ft ft ft ft ft Maximum Out -of Plane Vertical Steel Ratio = 0.295 in`/ft OK V corresponding to 1.25*Mn = OK Maximum In -Plane Vertical Steel Ratio = 0.49 int/ft OK As Actual = 0.115 int/ft Shear: P min and Spacing Requirements Vu = 19.5 kips Pvert+ Phorz (min)OK Smax(ven) OK OVn = 42.95 kips OK Pven (min) OK Smax (Horz) OK CVs = 42.95 kips OK Phorz (min) OK Min vert=1/2 horiz OK Boundary Element Check (ACI 3.3.6.6): Not Required 125 Project: Building F grid D footing Date: 12/3/2010 Soil Design Criteria (allowable) Soil Bearing Pressure, a 2500 psf Coefficient of Soil Friction, µ 0:40 Lateral Bearing Resistance, p ~ 250 pcf Overburden 110 pcf Footing Dimensions Length of Footing, B Width of Footing, W Thickness of Footing, t Depth below grade, D Area, A Section Modulus, S Footing Loads Gravity Seismic 16!00 ft `5.00 ft r30' in '1.00 ft 80.0 ft2 213 ft3 Psou 30 k Poverburden 9 k PL 1.2:k Piotai 63 Bearing Stress (allowable) Pd + PI q' = 0.8 ksf Footing size: MIEMIN Pd + P1 + EQ e=M/P= gmax' _ Footing size: 4.6 ft 2.46 ksf 1/3 increase = 3333 psf L Components Allowable Po+Pi.= 0.9 Po= Ms = 63.0 k 55.6 k 289 k -ft B B/e= 3.5 ok qmin' = partial uplift ksf Pressure Distribution, a = 10,3 ft 0.9 Pd +1- EQ (assumes symmetry about center of footing) e=MIP= 5.2ft gmax' = 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 a /240 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Miscellaneous W 0 z J z2 x 0 yV 25 •oject: ,n itypt, Project No. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S GLii Poi 4/4 ti/INO 10AOS c4L 4/41-L 1v s= *aotei e Si 4'Cp _ — /,`l �►C/�i = -r--o./b fir•. 1�,y Psi' 1 eic ??42OP" 62-1-,02O/4/C, zok = i O57 o) a CCp —/ b �' Cf,� = .t o. /} Jr=aaff "F.fi pf ST w %NO vPL-iJ 7 >01 AN tit f ' .3oo S lc ••, LE- E- - O. / ' I)•6 oc 4- 16" r 14 l95P e �r ? m / S- Z e r •F Gp►r� D�i'c Client: Designed By: Gam' Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 121 4 4 A 4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Ilkject: P7 41'1/0/ 6%a%% Project No. Client: Designed By: i7L Date: (///c3' Checked Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 /2G/ J)J r64 f, 4' •%6- • Pt "i 911 4 5 o tali S 'd 20Sp4t' Cs 4 f If .D. e /®1 1d9 e4- 5, S -- --- — a> F 9-1 G, 4 G 41.1 V4' 201 if- ... q-`. : r5 ,*1) 5w - t Ai mi, s {/_ g .v -r ' z"Y r if- 2_ sN.--rc-. fir _.._' — S 5 R--' zit r 2..../1- p 16- 'y.51 --- -__ S'37z0 6 2 E5 27. Sese- '- 44 42- k 5 a7L.o'(' z 5.3 2.A' 2ri0f 2./•k I9 207p4.t- si.1-1 2 1.1- 1°•G 2=S' 1 Levvlf S .63 M qt yr lc- S1-1"'.3 Ilkject: P7 41'1/0/ 6%a%% Project No. Client: Designed By: i7L Date: (///c3' Checked Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 /2G/ COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING JY)irArk( S� ti24 4 W z UGHLINPO U J�- 'r VS Itcw •oject: 11)Jr'U' ktaq n Project No. Client: Designed By: r-12., Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 1Z1 eve Forte software + 0 SOLUTIONS REPORT Level, Floor; Joist Current Solution: 1 piece(s) 16" TJI® 360 @ 16" OC Overall Length: 24 7" X All Dimensions are Horizontal; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Member Reaction (lbs) 1186 @ 2 1/2" 1202 Passed (99%) 1.00 Shear (lbs) 1168 @ 3 1/2" 2190 Passed (53%) 1.00 Moment (Ft -lbs) 7106 @ 12' 3 1/2" 8405 Passed (85%) 1.00 Live Load Defl. (in) 0.593 @ 12' 3 1/2" 0.806 Passed (U489) - - Total Load Defl. (in) 0.865 @ 12' 3 1/2" 1.208 Passed (L1335) - - TJ -Pro Rating 38 35 Passed - - C3 0 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD All Produc Solutions # Depth Series Plies Spacing TJ -Pro Rating Wood Volume 16" TJI® 210 1 16" 33 x 5" TJI® 230 1 16" 35 x 16" TJI® 360 1 16" 38 1.09 16" TJI® 560 1 16" 45 1.58 * The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte*" Software Operator Job Notes Eric Lentz Coughlin Pater Lundeen (206) 343-9460 ericirtL).cp inc com 1/17/2011 11.3232 AM iLevei.`; Forter-' v1 3, Des!gr Engine V4 3 0 2 Page 1 of 1 /30 0 z 3 iz 0 u COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING £I fl $1 0456 0Ur Or PIA'aU /14r-414-, .0)/4 , fslC�.c./ & d S267f Tse , (L4r2,2,&J P (5 s /644 5'lbs / 13!%/LOiN4 A 1;5 G A 121 ii/d7257- CA! t t4OCt2_ • - L/J )0 77ii .aG.Jf" X14. = a?.a 7 i' -,)- e2) Coboo r - '61.t 2.0.3 /e- V4 d. ; k 7rr d;-.PY*-n 6, 0 /) ▪ /i , l o? Jc —, h Vn Ire, et = C /h cr (1) 'mem k Wo sr CASE tfeini5 -1-- 60oS/37-- ref ,P;44../s, (2) IRA e S' 10P4 Vc = v,&3 u. Z 0.1011 C2) S1-1/0 s /betf M, = 3. I. - t -- V \ = O• liff7J = 41-01 ivii4 7) $v' aa -K Y= m'in`t Project No. Client: Designed By: `1.. Date: ) ! ZZ / 1 Checked By: Sheet of 913 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/393-5691 131 W z 3 2 b z x 0 Q V •Ject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING civil S b l b GoD5 3-Q-- 43 /61(0e.„. gn at n `-o 44, r--' i 1".4.1-71.14- 5-616-/a -1 31 S t E� lv' Project No. ,y Y gT of A- . e Designed By: Client: Checked By: E1"L Date: Z� / Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /32- O Z nK V 0 V a •oject: COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4.'AJoAnDv CONnlEenp'.J k rov1/41O4 noAu colJoti ji0(q p.,12.45.C" Malt vof nto = 0111)0,f l)` Z7' () y- ? k .�-- 1.✓4 U. 611 p1 gra Wit' o, (41 0-1 k)(yi) /, oa k 3/b" it 3''v o' � I "Bruns 5Tvn 66v„ 0) 0.7s �Lsfi =( ���= 3g k tie /d: p ittt ¢ n.� - C 1) Co, )(36)(3/)Cr5) 6`./.6 k Project No. Client: Designed By: cm - Checked By: Date: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /33 Copptght 2004. COUGNUNPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING JAJ i T?-(, 4 ?V P /1/4/V4-- Tv — Fo t.,4402-1-770 C c►A'ti Paa r7NN,Q4709 Co,f.'J;, QE 'T/c = 3/-Y k/,.3 .. aL/. k,p p7, ---a- qo 6°. FD/J CO&M % 3451-1 1 731 - PF T/c ae. (lc 9ok 4 vz_ = 0.411CL6X v'..X t...) ( (_ ra') e• 3C kV/Co)) le rcr tier co.,/7*% tA)S I' "GT?aAJ gioject: Project No. Client: Designed By: Checked By: TZ Date: /Z.S./(( Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F: 206/343-5691 134- z W z 3 J ly 0 O Z S t7 0 O v 8 V COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING //Ova va-64AI pgNEL — —P4A/ _ 40NaAz.7)1/A/ o?j 7'o PZz GraAlN a' 'MIMI: 6v4D t Dc. = (6')(/ cr Jr!/oo p -f ) 0 o -p 1.-a,4p (`?oc' fIF) -r Erz-0 c:`)&w 3LE• D) G04/11 cc e Ac' Tr" 4.6 PHK 3fely (3'' --' f IK) it6 X a' b" W6, as t-6 fo's •ect: \v1 \ lA tn, C �.�. 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 /35 z zz 1- COUGHLIN COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING In kr r4rh Cara, 1-1-Picoc. i/E9N4 Twit.„.... ow/. T, 1.0c (}0)00)._ -Ivo rte 474 Vv--=" (-too - 019 c) -4- 1.(0.‘") /011 (5)Psfi5- S L =- ZS �s•P l✓/J� - 0.0101-F 14-)s1 = <c)/0 64- "4, = /O lip/ f /v14 = 1. 3 // --Fi- os►, 1/4 = D. Sk 4fz�o �� yd = /.O r7'f 7-0 055 6YR A7/(6 1-.7/Min"' 'pi,, .- Zoo* Soot Litv4- /i/V.tx poo 4 --F•t .120 r- 4111,1ect: LA Project No. Client: Designed By: ?,,.- Date: 7r 1 1 I t Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /369 Copyright 2004, COUGHLINPORTERLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 1c6" -0.1(-)6)(t" ((91*L czt,4 ---,e. 3/61r 7t_•i rs 4,114 K 4 pa ij 14 7'I 0C'' S4e oic tre/' s t - I"( t.) Z(7 50 2316," £'R,1 0.9 (2°? - ()� } LJ f b oo '. 7' z- Ikup1F jz,,~L=a•&3L L' /00,1. c-4-11 �J =- 3 N %..14 •Hss Mf6`��/�( eject: Project No. Client: Designed By: Checked By: Date: 3 / L f 1( Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 /37 •' Anchoring to Concrete: Shear (ACI 318-08 Appendix D) General Anchor Type Connection Designed For Se,smIC Loading Cracked or I/waeked Concrete Condition A or B Butt tip Grout Pad Supplementary Edge Re,nlorcmg Load eccenlrrc/ly. ev' steel Welded Headed Stud No Cracked No ID813) Edge Reinforcing of #4 or greater 3 in 1 04 lops la,= Stud Chanieter, d, _ Embedment, 6„ _ Number 01 Anchors, n e Concrete 65 kyi 3/4 m 6 in 4 rc = Member TTlckness, n = Frons cage distance. G„ Sale edge distance, 0,, = Group timing parallel to loaded edge, Si Group spacing parallel (0 side edge, St = Stec! Shear Strength: (9.6.1) 4000 psi ,n Bin 100th b in 8 in 1= Ale = n'0 6'A„'F,,, or n'A.. r,,, 012„ (0 75)'4-V„ _ 065 (406(42 steel element assumed) 0442 in(2 11480 kips (0-19/20) 74,661 kips Concrete Breakout Strength Towards Loaded Edge -Back Row: (1.8.2) /= 070 (D44) 45'c„'2=A„= 0.i. eccentncly factor. edge distance lector, 'p„s.= cracked comate tactor, member thickness *actor, 9',v = Anchor beanng length,1,= la or 71.(0do)00 2•sgrl(do•rc)•c t'1 5 = V4 = Ad/kco"I'w,'9'wv-'s'r v-`t'>v-Vs = V, = (0 7514-V,1, _ (0 75)'0-V,,,d)Omege Factor) _ Controlling $'V , = 648 in 2 (0-23) 338 tn'2 086 (0-26) 1 00 (0.27/28) t2 (0027) 1.5 (0-20) 60 in (087.2) 27 61 bps (0-24/25) 2209 kips (0.22) 1548 kips 1546 kips kips 19.461 Concrete Breakout Strength Towards Side Edge -Front Row: (D.6.2) 4_ 070 (044) 4 5'C„'2 = A,., = 45000 m"2 (0-23) A• = 1296 in"2 eccentricity lootor..P„ edge distance rector, 1'„v vacked concrete tact, member thickness tactor. 1',, = Anchor bearing length, 1,= (8 or 7)7//40).0 2'sdrgdo•rcrc1'1 5 = V, = 2'Adhco^)'r vN'w v 1', v^I'nv'V== V,y s (0 75)VV„. V„e (0 75)'4'V,.d(O,nege Fatlort= Controlling 4'V.e = Anchor Pryoul Strength: (0.6.3) 098 (0.26) 100 (082lot 12 (D627) 4 3 (049) 60 in (0622) 664 15 kips (0.24716) 19488 lops (3-22) 139 42 Nps 136 42 kips kips 138.421 = Ove e t4.,= (0 (0.751y'V„/(Omega Factor/ Controlling 1•V„ Sheer Capacity Fwnt Row (50% load) 4•V,. 0.5•V„ / I1'V • Tension Capacity 070 (044) 20 31.23 kips (0.5) 6246 kips (0.30) 13 72 Nps 43 72 taps Ups 43.721 NA Nps NA Interaeti0n Check 1-N. • 21.86 N.,4 ►'N,• 0.05 kips OCR-( 0.970 30 20 15 32 10 • • 0 20 40 60 Loaded Edge 83 (00 120 Concrete Breakout Strength Towards Loaded Edge - Front Row: (DA .2) 4' 070 (044) 4 5'C„'2 = Ase = 182 in.2 (023) A.= occentrrcrty factor, 42.,y* edge distance 7000/, y'„v= cracked concrete lector. 1' u = member thickness factor,'?,, Anchor bearing length. I, = 710401"0 2•sgrt(do•fc)'c 1^1.5 = V. a A../A•...I,„ v `I,w v'Pc r-1'nv V, 0 Vine (0 75r1-V,ro = (0 75)'/-Vcsd(Omega Factor). Controlling 1•V,y =. Shear Capacity Back Row or Parallel (100% load $'5, • V„f $'V,• 192 im`2 0 75 1.00 12 11 60'in 8 54 kips 9 68 kips 6 76 kips 6 78 kips kips 6.761 13.46 kips 0.07 ID -26) (0-27/28) (D6 2 7) (0-29) (CI 822) (3.24725) (0.22) Controlling Shear OCR V„„ CV, Mas•1 0.071 /3 8 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.: LD11-244 Tenant: INTERURBAN OFFICE BUILDING E Building Address: 14510 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: 70 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. �G BUIL 1 OFFIC DArof 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 612052Ave 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, '114 ' 11,1 Rachelle Ripley Permit Technician File: Permit No. D11-061, DI 1-242, DI 1-243, & D11-244 W.\Permit Center\Extension Letters\Permits\2011\D11-061 Permit Extension .docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 A&B 111 Properties Commercial—Industrial—Office—Warehouse 6120 52nd Avenue South Seattle, WA. 98118 206-930-9324 TO : City of Tukwila Building Division 6300 Southcenter Blvd, #100 Tukwila, WA. 98188 ATTN : Rachelle Ripley — Permit Technician RE : Interurban Office/Warehouse Buildings B-E. Building B - Permit #D11-061 Building C - Permit #D11-242 Building D - Permit #D11-243 Building E - Permit #D11-244 NOTE : Rachelle, DATE : February 26, 2016 We received your letters from the Tukwila Building Department informing us that the permits above will expire on 3/07/16. This letter is to formally request an extension of the permit above for an additional 90 days. At this time we are finishing up some of the final building components and those related to the Interurban Avenue street improvements. We should have everything wrapped up and hopefully get our project signed off sometime soon, but at this time we would appreciate you issuing one more extension for 90 days as requested. Let me know if you have any questions. Sincerely, !D.s : Request for Extension # Current Expiration Date: Extension Request: Approved for / S �% days — Denied (provide explanation) / Signature/Initials /L7 Sanft B Properties. RECEIVED I iI R 02 2016 COMMUNITY Di V[LOk'M( NT 2/2/2016 1 City of Tukwila Department of Community Development LOUIE SANFT 6120 52 AVENUE S SEATTLE, WA 98118 RE: Permit No. D11-244 INTERURBAN OFFICE BUILDING E 14510 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, Rachelle • ip ey Permit Technician File No: D 1 1-244 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. D11-244 INTERURBAN OFFICE BUILDING E 14510 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 9/30/2015. 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 9/30/2015, 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, Bill Rambo Permit Technician File No: D11-244 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Jennifer Marshall From: Jerry Hight Sent: Friday, October 03, 2014 12:26 PM To: Jack Pace; Nora Gierloff; Brenda Holt; Jennifer Marshall; Bill Rambo; Robin Tischmak; David McPherson; Minnie Dhaliwal; Jaimie Reavis; DCD Building; 'Louie Sanft'; 'jcasey@curranfirm.com' Subject: City of Tukwila - Interuban office/warehouse building permits Bldg B,C,D,E - A & B Properties Attachments: 2012 IBC 105 5.pdf Our records indicate that Mr. Louie Sanft has received numerous permit application extensions since 2011. The last extension that his project received expired on June 30, 2014. Mr. Louie Sanft objected to the expiration of his four permits. I performed an extensive review of all aspects of the expiration in order to give Mr. Louie Sanft a just explanation of how and why his permits had expired. In doing so I found that he has been very active in trying to secure his project and get it ready to start construction of the four buildings. The City may have provide Mr. Louie Sanft with pause at times with acquiring his water connection which we would not issue the permits without and planning approving his revised plans in June. IBC section 105.3.2 (attached) states 'unless such application has been pursued in good faith...." In fairness it appears that Mr. Sanft has pursued his project in good faith and complies with this code section. I advised Mr. Sanft that he can pick up his permits today and he has stated that he will do so this afternoon. See me with any questions Jerry E Hight MCP Building Official 1 City of Tukwila 630o Southcenter BLVD, Suite 100 I Tukwila, WA 98188 T: 206/431-3675 I F: 206/431-3665 Jerry.Hight@TukwilaWA.gov 1 http://www.TukwilaWA.gov The City of opportunity, the community of choice. 1 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 86B 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 • FULLER SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Interurban Office Buildings A- E Building A Permit # D11-060 Building B Permit # D11-061 Building C Permit # D11-242 Building D Permit # D11-243 Building E Permit # D11-244 • February 28, 2012 Building Division Review: Buildings A, C & D drawings have been modified in response to the 2/9/2012 Tukwila's building division comment letters. In addition to the comments, there are changes to buildings B and E drawings. Building B and E changes reflect the same issues and modifications as buildings A, C & D. #1 The site plan (see sheets A1.0 for each building) has been revised to add a landscape area between the trash enclosure and building C. #2 Detail #11 sheet A9.1 has been revised. Sheet metal has been removed and the CMU block offset has been reduced to 1/2". Additional sheets have been provided for buildings B - E to reflect the same changes to the CMU offset detail. See sheets A 9.1 for each building. Fire Prevention Bureau Review: #1 See revised Civil drawings for the PIV connection locations (sheets C3.3, C4.1, C5.1). The new location next to the trash enclosure behind building C was worked out between the civil engineer and the fire reviewer. #2 A 4" fire supply line has been changed to a 6" line. Planning Division Review: #1 An archeological survey has been completed. Two copies are submitted for review. Additional sheets have been provided for buildings C and D that reflect corrections to the metal siding color notes. These colors now match the elevations that were approved as part of the design review process. See sheets A 4.1 and A 4.2. For clarity, all elevation sheets have been revised and need to replace all the current sheets in buildings A-E permit sets. Thank you, Tom Jordan Fuller Sears Architects CORRECTION LTR# 1)114ar4viLi FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED MAR 05 2012 PERMIT CENTER City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 29, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Av, Suite 1306 Seattle, WA 98101 RE: Correction Letter #2 Development Permit Application Number D11-244 Interurban Office Building E —14510 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: Allen Johannessen at 206 433-7163 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 itemizedformat with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File No. Dl 1-244 W:\Permit Center\Correction Letters\2011\D11-244 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: February 29, 2012 Project Name: Interurban Office Building E Permit #: D11-244 Plan Review: Allen Johannessen, 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. Sheet A9.1 detail #11, please provide a revised detail showing the metal flashing removed from the mortar joint. Should there be questions concerning the above requirements, contact the Building Division at 206- 431-3670. No further comments at this time. • PLANNING DIVISION COMMENTS DATE: February 9, 2012 APPLICANT: Tom Jordan, Fuller Sears Architects RE: D11-244, Interurban Office Building E ADDRESS: 14510 Interurban Ave S (parcel #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 color of the vertical corrugated metal for Building F is Hemlock Green. This color is not keyed on the building elevations, except on the south elevation where the color is keyed incorrectly as Terra Cotta (M-1). The colors of the corrugated metal sections, which were approved through Design Review of the project, 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. (Please return this redlined sheet A4.1 with your resubmittal). ii. Three of the windows on the east elevation of Building E have been removed, a new window has been added in the bottom left hand corner, and the location of the roll -up door and man -doors have been changed from the design approved originally as part of the Design Review application. It is staff understanding the changes are being requested to the windows due to structural reasons, and the location of the roll -up door and man doors have changed due to site conditions related to the slope of the access drive and vehicle access to the roll -up door. Because this elevation is not along the street frontage, the changes can be approved administratively through the building permit review process. Landscaping will need to be adjusted due to the change in the design of the east building elevation. In this area, an attempt should be made to locate trees and shrubs in such a way as to screen blank wall areas. Rather than require the applicant to revise the landscape plans, these changes can be made as adjustments in the field at the time of planting. 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 further 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 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 1 • • 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 D11-244 Interurban Office Building E —14510 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 (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Bill Rambo Permit Technician encl File No. DI 1-244 W:\Pern it Center\Correction Letters\2011\D11-244 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: October 7, 2011 Project Name: Interurban Office Building E Permit #: D11-244 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. 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. 3. Please provide a WSEC Interior Lighting Budget Form or note in your response to this letter that all interior lighting will be done under the individual tenant permits. This is applicable to each building as well Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. 1 DATE: PROJECT: PERMIT NUMBER: PLANNER: PLANNING DIVISION CORRECTIONS October 12, 2011 Interurban Office Building E D11-244 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. May 2, 2014 • City of Tukwila Department of Community Development TOM JORDAN 1411 FOURTH AVE #1306 SEATTLE, WA 98101 RE: Application No. D11-244 INTERURBAN OFFICE BUILDING E 14510 INTERURBAN AVE S Dear TOM JORDAN: Jim Haggerton, Mayor Jack Pace, Director Permit application DI 1-244 for the work proposed at INTERURBAN OFFICE BUILDING E (14510 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, r Marshall Technician File No: D11-244 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo 4 i From: Sent: To: Cc: Subject: Louie Sanft <louie.sanft@att.net> Monday, December 23, 2013 2:11 PM Bill Rambo Louie Sanft 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, Cl OP.n.wwrut I DEC 3 2013 Louie Sanft PEWIT CENTER A & 13 Properties 6120 52nd Avenue South Seattle, WA. 98118 DirPH# 206-930-9324 206-930-9324 louie.sanit@att.net t7/46 -c- St 0 s.) 6( -` (GY3 6 7.30/20 /if , ✓ s-iZvn )T s S OT w1 LL_ Si-iLTk?r) i3 TNT Ti sc<" UJ i {-1, tK P j)A-vle'Ta i ?— j2..c� J VD, t (212 115 January 29, 2013 Louie Sanft A & B Properties 612052Ave S Seattle, WA 98118 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #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 DI 1-060, D 11-061, D11-242, DI 1-243, 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, Marshall echni ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 W:V'ermit Centet\Extension Letters\Applications\2011\D11-060Application Extension #10.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 11-01-2013 • City of Tukwila • Jim 1-laggerton, .A'layor Department of Community Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE, WA 98101 RE: Permit Application No. D11-244 INTERURBAN OFFICE BUILDING E 14510 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. D11-244 6300 Southcenter Boulevard, Suite # 100 • Tukwila. Washington 98188 • Phone 206-431-3670 • Fay 206-431-3665 September 30, 2013 Louie Sanft A & B Properties 6120 52 Ave S Seattle, WA 98118 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #9 (Bldgs A & B) Request for Application Extensions #6 (Bldgs C, D, & E) Dear Mr. Sanft, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 30, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, fer ariall it T chni ian 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. Cr K4 11,1 dcV 4e1'(6 ciAG/Znl3 Sincerely, LORAe„M-pt-e-C. Louie Sanft A & B Properties. 9.)4c 09-03-2013 • City of Tukwila Jim flaggerton, Aloyor Department of Community Development Jack Pace. Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-244 INTERURBAN OFFICE BUILDING E 14510 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. D11-244 6300 Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 3, 2013 Louie Sanft A & B Properties 612052Ave S Seattle, WA 98118 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Request for Application Extensions #8 (Bldgs A & B) Request for Application Extensions #5 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D I 1-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 120 days, through October 1, 2013, as requested. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, rshall ician File: Permit No. DI 1-060, D11-061, D11-242, DI1-243, & D11-244 W:IPermit CenterlExtension LetterslApplications120111D11-060 Application Extension #8.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • A&B Pro • erties 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. D,R, J/zseNI0 Glet N42 044 W,56/20/3 Sincerely, L LM t, --. Louie Sanft A & B Properties. Lykolo\ot 05-01-2013 • City :of Tukwila Iirir Haggerton; Mayor Department ,o, f Conzniunit'jr Development Jack Pace, Director TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-244 INTERURBAN OFFICE BUILDING E 14510 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, fer Marshall t Technician File: Permit File No. D11-244 6300Southcenter Boulevard, Suite 4100 • Tukwila, Washington 98188 1 Phone 206-431-3670 • Fat 206-431-3665 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. D11-244 INTERURBAN OFFICE BUILDING E 14510 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, `--3:)Up Bill Rambo Permit Technician File: Permit File No. DI 1-244 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 February 21, 2013 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #7 (Bldgs A & B) Request for Application Extensions #4 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letter and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through June 3, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, (Tenn e fer Marshall t Technician File: Permit No. D11-060, Dl 1-061, Dl 1-242, DI1-243, & D11-244 W:IPermit CenterlExtension LetterslApplications120111DI1-060 Application Extension #7.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • • FULLER•SEARS ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 February 13, 2013 We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 3-3-2013. This is to formally request an extension to the permit applications. As discussed in the group meeting held on 6/29/2012, the construction of all five buildings (A — E) will be delayed until the balance of the underground utility work has been completed. The owner is currently working with Puget Sound Energy to design and relocate the existing overhead power lines underground. The project is in currently the bidding phase for all five buildings in order to select a general contractor. Due to seasonal construction issues and current site work, it is the desire of the owner to have all five permits issued b Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects nR. '0 deft/ 20/3 FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RWEIVED erry OF FEB X13 2111 PERMIT CENTER • :�,�,, 5.=.. JrtnHaggerlon 1l1 ayor .eptrrtment of Conznzirn1137- veh pri ent .Iaek-Pace; Director 02-01-2013 TOM JORDAN 1411 4 AV, SUITE 1306 SEATTLE WA 98101 RE: Permit Application No. D11-244 INTERURBAN OFFICE BUILDING E 14510 INTERURBAN AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/21/2011, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 03/03/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, ---1)dec.p Bill Rambo Permit Technician File: Permit File No. D11-244 6300 Southcenfer Boulevard,. ;Suite #.100:• Tukwila; Witshzngton 98188, P ?Me -2 131 3670 • Pax 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, i Mars all echn. ian File: Permit No. D11-060, D11-061, D11-242, D11-243, & D11-244 WAPermit Center\Extension LettersWpplications\2011\D11-060Application Extension #10.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 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, VjJ\oA1m erg Ma shall t Foch ician File: Permit No. D11-060, D11-061, DI 1-242, DI 1-243, & Dl 1-244 W:lPermit CenterlExtension LetterslApplications120111DI1-060 Application Extension #6.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • FULLER°SEARS. ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Buildings A -E Building A - Permit # D11-060 Building B - Permit # D11-061 Building C - Permit # D11-242 Building D - Permit # D11-243 Building E - Permit # D11-244 November 20, 2012 CITY OF UINLA Nov 202012 PERMIT CENTER We received a letter from the Tukwila Building Department informing us that these projects' permit applications will expire on 12-03-2012. This is to formally request an extension to the permit applications. As discussed in the group meeting held on 6/29/2012, the construction of all five buildings (A — E) will be delayed until the dirt from the pre Toad process is removed. The pre -load process has been completed. However, due to seasonal construction issues, it is the desire of the owner to have all five permits issued in late spring when the balance of the underground utility work has been completed. Please call me at (206) 682-6170 if you have any questions or need more information. Thank you, Tom Jordan Fuller Sears Architects qoctoty t I/ZO/2o/Z FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 17-109-Thi- e,•4--- 01 to2-9 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. D11-244 INTERURBAN OFFICE BUILDING E 14510 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, N/( Bill Rambo Permit Technician File: Permit File No. DI 1-244 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 22, 2012 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions #5 (Bldgs A & B) Request for Application Extensions #2 (Bldgs C, D, & E) Dear Mr. Jordan, This letter is in response to your written request for extension to the Interurban Office Building Permit Application Numbers D11-060, D11-061, D11-242, D11-243, and D11-244. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through December 3, 2012. If you should have any questions, please contact our office at (206) 431-3670. File: Permit No. D11-060, DI1-061, D11-242, D11-243, & DI 1-244 W:\Pemtit Center\Extension Letters\Applications\2011\DI 1-060 Application Extension #5.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLERSEARS � 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 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 Toad 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 atf�/4 &i) „,,,4e, Sfrfrz FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 dAf, k, all 0104 lixAtAkizlos�� 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. D11-244 INTERURBAN OFFICE BUILDING E 14510 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. File: Permit File No. DI 1-244 0-01/4) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 July 3, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Louie Sanft 6120 — 52nd Avenue S Seattle, WA 98118 RE: Interurban Project Dear Mr. Sanft: This letter is a follow up to our meeting held on June 29, 2012 regarding the project status for your office/warehouse project on Interurban Avenue S. You had indicated that you will have a contractor on board within the next week or two and at that time you will want to pull the permit for the preload and associated storm utility work. You will need to schedule a pre -construction meeting with your contractor and city staff at the time this permit issued. You can coordinate that meeting with the Public Works department. The current status of the permits for buildings 'A', `B', 'C', 'D' and `E' are in "approved" status with an application expiration date of September 3, 2012. Once the preload has met the geotechnical report requirements, the permit can be issued for building 'A' (D11-060). This permit is not only for the construction of the warehouse building, but includes all of the site improvements. This permit will also require a pre -construction meeting with your contractor and city staff. Please coordinate this meeting with the city's building inspector at the time of permit issuance. Please see that attached explanation of land use permits and expiration dates. If you have any questions relating to the land use permits, please contact Jaimie Reavis at 206-431-3659 or by email at Jaimie.Reavis@tukwialwa.gov. Should you have any questions relating to the building permits, you can either contact me at 206-431-3672 or by email at Brenda.holt@tukwilawa.gov or Bob Benedicto at 206-431-3675 or my email at Bob.benedicto@tukwilawa.gov. Brenda Holt Permit Coordinator xc: Tom Jordan, Fuller Sears Architects Jaimie Reavis, Assistant Planner Bob Benedicto, Building Offiical D 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 i • 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 • Cty of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director December 14, 2011 Tom Jordan Fuller Sears Architects 1411 Fourth Ave, Suite 1306 Seattle, WA 98101 RE: Request for Application Extensions Application Numbers D11-242, D11-243, and D11-244 Interurban Office Buildings C, D, & E Dear Mr. Jordan, This letter is in response to your written request for extension to Permit Application Numbers D11-242, D11-243, and D11-24. The Building Official has reviewed your letters and considered your request. It has been determined that the City of Tukwila will extend the permit application expiration dates an additional 90 days, through April 16, 2012. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, File: Permit No. D11-242, D11-243, and D11-244 WAPenmt Center\Extension Letters\Applications\2011\D11-244 Application Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 • FULLER SEARS � ARCHITECTS Tukwila Building Division 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Attn. Bob Benedicto RE: Interurban Office Building E Permit # D11-244 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 %A- 04010- FULLER/SEARS ARCHITECTS, P.C. 1411 Fourth Ave, Suite 1306, Seattle, WA 98101 Tel. 206.682.6170 Fax 206.682.6480 RECEIVED DEC 09 2011 PERMIT CENTER 12-01-2011 s 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. D11-244 INTERURBAN OFFICE BUILDING E 14510 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. D11-244 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. 262011.005/00720a 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 E (D11-244) — Deferred Joist and Girder Submittals Dear Mr. Hight: l' 14/ 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. 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) i:\\26\planreview\tukwila\11\t007r20a.doc\adf RECEIVED IJUN 0 5 2015 PERMIT Goan • L., 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 D11-244 - Revision 2 Interurban Office Bldg E —14510 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: DI 1-244 - Rev 2 W:\Permit Center\Structural Review\DI 1-244 Structural Review (Revision 2).doc Reid I0 I eton (G lL alogismilm STRUCTURAL PLANNING SURVEYING ENGINEERIN February 27, 2015 File No. 262011.005/00720 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED \frs- C04g7 OF YUKUNILA VAR 0 4 2015 PERMIT CENTER Subject: Building Permit Plan Review — First Submittal Interurban Office, Building E (D 11-244) — 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 J2.4 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. 262011.005/00720 Page 2 107.3.4.2. 3. The loading of the mechanical units to the joists does not appear to match the permitted drawings. Please revise drawings and supporting calculations that are consistent with the permitted drawings. See IBC Section 1604.2. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer Alan D. Findlay, P.E. Project Engineer cc: Tom Jordan, Fuller Sears (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Jerry Hight, City of Tukwila (by e-mail) Bill Rambo, City of Tukwila (by e-mail) Allen Johannessen, City of Tukwila (by e-mail) Brenda Holt, City of Tukwila (by e-mail) i:\\26\planreview\tukwila\11\t007r20.doc\adf Reid iddleton Reid I bid leton ENGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN November 4, 2011 File No. 262011.005/00702 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 E (D11-244) _ Dear Mr. Benedicto: MOWED CITY OF TUKWI A NOV 0 7 2011 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. 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. 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. 262011.005/00702 Page 2 6. Installation of foundation and retaining wall subsurface drainage system. 7. Placement of foundation and retaining wall backfill. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: continuous. 2. Reinforcement at concrete construction: periodic. 3. Installation of anchor bolts/rods in concrete (e.g., Sheet S3.3): continuous. 4. Installation of threaded stud and deformed bar anchors in masonry (e.g., Sheet S6.1): continuous. 5. Installation of masonry expansion anchors (e.g., Sheet S5.1): in accordance with qualifying report of evaluation service (e.g., ICC -ES). 6. Installation of masonry adhesive and screw anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC -ES). 7. Masonry construction, including mortar, reinforcement, and structural connections: periodic. 8. Grout placement at masonry construction: continuous. 9. Fabrication and erection of structural steel: periodic. 10. Welding of structural steel for single -pass fillet welds (maximum 5/16 inch): periodic. 11. Welding of structural steel other than single -pass fillet welds (maximum 5/16 inch), where applicable: continuous. 12. Welding of cold -formed steel roof decks (e.g., Detail 5/S5.1): periodic. 13. High-strength bolting of structural steel other than slip -critical: periodic. 14. High-strength bolting of structural steel, slip -critical (e.g., Schedule 10/S5.2): continuous. 15. Erection of open -web steel joists and girders: 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. 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 certificates of compliance from the manufacturers for the open -web steel joists and girders at the completion of manufacture. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 3, 2011 File No. 262011.005/00702 Page 3 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. f,�,C Philip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Tom Jordan, Fuller Sears (by e-mail) Marc McGinnis, Geotech Consultants (by e-mail) Tim Grant, Coughlin Porter Lundeen (by e-mail) Brenda Holt, City of Tukwila (by e-mail) o:\doc\26\planrevw\tukwila\ 11 \t007r2.doc\prb Reid iddleton p 6 r 8 S' a COUGHLINPORTERLUNDEEN October 14, 2011 Tom Jordan Fuller Sears Architects 1411 4th Ave #1306 Seattle, WA 98101 RE: Building Permit Plan Review - First Submittal Interurban Office, Building E (D11-244) Dear Tom: ') n lJ ��' ll 11l I_'S S NI ;, ' 4 ; .1 ''I OCT 27 2011 L_ ;.1,, r7-_ I 1 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: Structural 3. See revised general structural note 2/S1.1. 4. See revised note 46 on S1.3. We trust that these responses adequately address the issues identified in the correction notice. We have enclosed supplemental calculations and revised drawings for review and approval. Please contact us if you have any questions or desire further clarification. Sincerely, Coughlin Porter Lundeen, Inc. Eric T. Lentz Structural Engineer 413 PINE STREET - SUITE 300 • SEATTLE.WA 98101 •. P: 206/343-0460• F; 206/343.5691 GEOTECH CONSULTANTS, INC. A & B Properties 6120 - 52nd Avenue South Seattle, Washington 98118 Attention: Louie Sanft 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 Subject: Response to Geotechnical Correction Item 2 Proposed Interurban Office, Buildingp'(D11-241 14400 Interurban Avenue South =411 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 Togs, the silt found in the explorations had a low plasticity, indicating that Its clay content was minimal. In our September 1, 2010 Geotechnical Engineering Study, we addressed the stability of the river bank and the potential for seismic liquefaction. Measures to mitigate potential risks associated with these issues were presented in the General, Seismic Considerations, and Conventional Foundations sections of our report. Please contact us if you have any questions regarding this letter. Respectfully submitted, GEOTECH CONSULTANTS, INC. cc: Fuller Sears Architects — Tom. Jordan via email Marc R. McGinnis, P.E. rt Principal GEOTECH CONSULTANTS, INC. Reid WtWO eton HNGINEERING STRUCTURAL PLANNING SURVEYING ENGINEERIN September 8, 2011 File No. 262011.005/00701 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 E (D 11-244) Dear Mr. Benedicto: RECEIVED SEP 0 9 1011 1 Comm, .try DEVEL0 /li EM" 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. 10,,x " o 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 Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00701 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 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: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also IBC Section 1704.4. c. Installation of anchor bolts/rods in concrete (e.g., Sheet S3.3): Continuous, see also Sections 1704.4 and 1707.1. d. Installation of threaded stud and deformed bar anchors in masonry (e.g., Sheet S6.1): Continuous, see also Section 1704.15. e. Installation of 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. f. Installation of masonry adhesive and screw anchors, where applicable: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. g. Masonry construction, including mortar, reinforcement, and structural connections: Periodic, see also Section 1704.5.2. h. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. i. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. j. Welding of structural steel for single -pass fillet welds (maximum 5/16 inch): Periodic, see also Section 1704.3. k. Welding of structural steel other than single -pass fillet welds (maximum 5/16 inch), where applicable: Continuous, see also Section 1704.3. 1. Welding of cold -formed steel roof decks (e.g., Detail 5/S5.1): Periodic, see also Item 5.a.6 of Table 1704.3. m. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. Reid iddleton Bob Benedicto, Building Official City of Tukwila September 8, 2011 File No. 262011.005/00701 Page '3 n. 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. o. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. See IBC Sections 1704 and 1708. The following is a summary: a. Testing of concrete for specified compressive strength, fc', air content, and slump. See IBC Sections 1704.4 and 1905.6. b. 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. 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. 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 Middle a n, Inc. Philip Br. il, P.E., S.E. Senior gineer 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 \t007r 1. doc\prb Reid iddleton • City of Tukwila Department of Community Development August 23, 2011 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Development Permit D11-244 Interurban Office Bldg E — 146XX Interurban Av S Dear Mr. Swanson: Jim Haggerton, Mayor Jack Pace, Director Please review the enclosed set of plans and documents for structural compliance with the 2009 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670. Sincerely, Bill Rambo Permit Technician encl File: D11-244 W:\Perrnit Center\Structural Review \DI 1-244 Structural Review.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-244 DATE: 01/21/15 PROJECT NAME: INTERURBAN OFFICE BUILDING E SITE ADDRESS: 14510 INTERURBAN AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Bui ng Division 64-15- 15- Public Works ❑ Fire Prevention n Planning Division AP 1021 -1 -- structural Permit Coordinator u 'PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/27/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/24/15 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 •PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D11-244 DATE: 04/17/2014 PROJECT NAME: INTERUBAN OFFICE BLDG E• SITE ADDRESS: 14510 INTERURBAN AVE S Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: bc,12+1 Building Division II Ar IL\ Public Works Ay'N4» I ."rhor Fire Prevention ® Planning Division Structural Permit Coordinator n PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 04/22/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required n 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 PENNI GO WY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-244 DATE: 03-05-12 PROJECT NAME: INTERURBAN OFFICE BUILDING E SITE ADDRESS: 14510 INTERURBAN AV S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Building D'vision n Public Works Fire Prevention Structural c 04.0.6 Planning Division Permit Coordinator 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 03-06-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 04-03-12 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 •[�Q�(1^�A�'j?JJ �� 4� yl .✓:1 y �iRy h `..��5`Yo PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-244 DATE: 01-11-12 PROJECT NAME: INTERURBAN OFFICE BUILDING E SITE ADDRESS: 14510 INTERURBAN AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTME TS: Public Buildi � Ivlsion Public Works Fire Prevention Structural Ji41+°i( 4)-01 if -- Planning Division Permit Coordinator III DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 01-12-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required n DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions n Notation: REVIEWER'S INITIALS: DUE DATE: 02-09-12 Not Approved (attach comments) it DATE: Permit Center Use Only —� ^� CORRECTION LETTER MAILED: d" Departments issued corrections: Bldg Fire 0 Ping PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 • PE 1 GUM • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D11-244 DATE: 07-21-11 PROJECT'NAME: INTERURBAN: OFFICE BUILDING E. SITE;ADDRESS !S_I0_! INTERURBAN AV S Original Plan Submittal esponse to Incomplete Letter # After Permit Issued Response to Correction Letter # Revision ` # D PA TM N S: °,,�� GI ing Did% sion -Ltj11 L 7 ubhc orc ks I '�' Fire Prevention Structural n IC41 1/D'Ua- Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 07-26-11 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route isfi Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions DUE DATE: 08-23-11 Not Approved (attach comments) ' Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 10 ' TL r 1 Departments issued corrections: Bldg Fire 0 Ping PW 0 Staff Initials: (Az Documents/routing slip.doc 2-28-02 PROJECT NAME: SITE ADDRESS: R PERMIT NO: el, 1- ,4=)-1 ORIGINAL ISSUE DATE: [ Q - 3- A VISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS l —1 _1 --I s� 0- 3- I ..)-1— / r Summary of Revision: e -v, r e 1.2 V �oY\ C t a ei • M e 2:2-4 .vl Received by:_� h ss di - REVISION NO. DATE RECEIVED DATE RECEIVED ISSUED DATE • STAFF INITIALS ISSUED DATE STAFF INITIALS I ..)-1— / Received by: / - (,S Summary of Revision: s v . vy% ti— i • ✓eak -we, c v Ip m 1--161-0,11 • . r i d A ... VV‘ \-xr -e Received by: y''rent/ • a (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: • w\'4� City of Tukwila 1 \'y 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: Z l _. 1 S Plan Check/Permit Number: 1Jll-24/c7 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Er Revision # 2- after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /'V7 K_ &t2 ‘ct �y Q Project Address: / yS /".174(..z. it 'e. S- Contact Person: / 6 At 1 . 54 &CC Phone Number: ? 3 6 - 4l 2) .../6'5//9 Summary of Revision: -e , /-74�r RECEIVED CITY OF TUKWILA JAN 2.1 2015 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of reviion .,______,..4t V.� Received at the City of Tukwila Permit Center by: (Entered in TRAKiT on V� 3� • 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: 1) tj Plan Check/Permit Number: Response to Incomplete Letter # Response to Correction Letter # Revision # ap4 Permit is Issued Revision requested by a City Building Inspector or Plans Examiner APR 17 2011, Q ` PERMIT CER Project Name: ii ,)�C�/1 1/t, fba �i cJL-' e) hei _ Project Address: l Lk st ® /hue_ Contact Person: Lni,cre. Phone Number: (96)67-631,.>"—q32-1/ Summary of Revision: stra-cturcel - ad ) t e.5 d ►rein c v\c cower dL btiu [ot i in & iivi VI 1 LtAcql tArt7/t Ver pre) -15, Wcor red u -ca Cka,/e-kolik-49e_ GprwkOsike&( Dv 1 Pr)eCf e1 &)a ho 1/1f-tA1 , Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on City of Tukwila REVISION SUBMITTAL" Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 03/02/2012 Plan Check/Permit Number: D11-244 Response to Incomplete Letter # Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Warehouses & offices (Building E) Project Address: 14600 Interurban Ave S. Tukwila Contact Person: Tom Jordan Summary of Revision: See correction letter Phone Number: (206) 682-6170 RECEIVED MAR 05 2012 PERMITCENTER Sheet Number(s): A1.0, A4.1, A4.2, A9.1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 ` (p /(� Plan Check/Permit Number: D11-244 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued [] Revision requested by a City Building Inspector or Plans Examiner Project Name: Interurban Office Building E Project Address: 14510 Interurban Av S Contact Person: j Dvvt Jt1rLL€t.1" Phone Number: Summary of Revision: 9( .( v-4.cp pyt 1e lG ie-✓ COY OF TUKYSILA 11101 12021 PERMIT c Sheet Number(s): i4 D . ( / 4-4 4 O "Cloud" or highlight all areas of revision including date o revisjgn Received at the City of Tukwila Permit Center by: Entered in Permits Plus on l 1 1 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 1 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: 14510 INTERURBAN AVE S Applicant: INTERURBAN OFFICE BUILDING E Permit Number: D11-244 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, SANITARY SIDE SEWER, AND FDC. SITE IMPROVEMENTS WILL BE COMPLETED UNDER BUILDING PERMIT NO. D11-060. TRANSPORTATION IMPACT FEE BASED ON 2,444 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: 11140129 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $15012.50 $0.00 $0.00 TOTAL WATER FEES: $16137.50 J R ABBOTT CONSTRUCTION 1 0 Washington State Department of Labor & Industries Page 1 of 4 J R ABBOTT CONSTRUCTION INC Owner or tradesperson FRASER, RICHARD H Principals FRASER, RICHARD H FRASER, GWEN F NELSON, RONALD A, PRESIDENT KLEIN, DOUGLAS J, PRESIDENT STRAND, TIMOTHY R, PRESIDENT SPRAGUE, ANDREW W, PRESIDENT ABBOTT, JOHN R, PRESIDENT STEDMAN, TROY L, PRESIDENT PRICE, MICHAEL W, PRESIDENT SHALLEY, BRANNON E, PRESIDENT NEWMAN, WENDY P, VICE PRESIDENT MCGOWAN, JOHN P, VICE PRESIDENT ABBOTT, DAWN E, SECRETARY SEAMNA, MARK C, SECRETARY ROBERTSON, ROBERT M, TREASURER Doing business as J R ABBOTT CONSTRUCTION INC WA UBI No. 600 479 123 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.aspx?UBI=600479123&LIC=JRABBCI022JZ&SAW= 10/03/2014 it is a reduced prin drawing is not 24" GENERAL NOTES 1. Post building address sign on front of building as required by building official. Coordinate w/ architect. 2. Contractor is solely and completely responsible for conditions of the job site, including safety, protection of property and the like during the performance of the work. 3. The Contractor is required to comply with all applicable regulations and codes of the governing authorities and Owners. 6. Provide methods, means and facilities required to prevent contamination of soil, water or atmosphere. 5. Insure minimum interference with existing roads, streets, sidewalks, parking facilities and adjacent facilities. Do not close or obstruct without prior approval. 6. All salvage will become the property of the Contractor, unless noted otherwise (UNO). Promptly remove from site and legally dispose of all said material at Contractor's expense. 7. Dimensions are to: Face of masonry or concrete, center line of columns, face of stud, or face of mullion unless noted otherwise. Dimensions indicated clear (CLR) are to finish face. Dimensions to door and window openings are rough masonry openings UNO. All masonry dimensions are nominal. 8. Scribe gypsum board of walls and partitions to irregularities of structure or deck above and seal tightly around an penetrations. 9. It is the responsibility of the Contractor to coordinate with the Owner's work and/or supplied items that are "furnished by the Owner and installed by the Contractor" or "not in contract" (NIC), but are attached to Contractor's work. - 10. All ramps to have maximum 1:12 slope. Ramps with slope of 1:20 or greater to have handrails per Washington State Handicap Code. 11. All stairs to have minimum 11" treads and maximum 7" risers, UNO. 12. Minimum roof slope shall be 1/4"=l'-0". 13. Contractor is responsible for reviewing the drawings and specifications and with the notification of the architect of any discrepencies within the documents and the scope of work. Contractor is responsible to coordinate any and all revisions to the drawings. 14. Fire extinguishers to be located per Fire Marshall's direction. As req'd. 15. All rough -ins shall be approved prior to framing inspection. 16. Provide one 2A-10BC fire extinguisher per 3,000 sq.ft. or each 75' of travel distance, as required by fire marshall. 17. Exit lighting shall be provided when two exits are required. The emergency system shall be supplied by a separate source of power and have an emergency back up system. Exits shall be illuminated at any time the building is occupied with emergency lighting having the intensity of not less than 1 foot candle at floor level. IBC section 1006.3. 18. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. 19. Exception: Key -locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS. The sign shall be in letters no less than 1 inch high on contrasting background. When locked, the single door or both leaves of a pair of doors must be free to swing without operation of any latching device. 20. Trash dumpsters and compactors shall be provided with rubber wheels N.I.C. SYMBOLS EXTERIOR ELEVATION KEY DETAIL REFERENCE ENLARGED PLAN WALL SECTION BUILDING SECTION INTERIOR ELEVATION WINDOW TYPE SEE SHT. A3.1 DOOR NUMBER SEE SHT. A3.2 WALL TYPE SEE SHT. A3.2 GRIDLINE DRAWING TITLE SHEET # ()D NAME SCALE 21. Exterior joints around windows and door frames, openings between walls and foundations, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 22. Building insulation shall be provided as indicated in dwgs. w/ R values per energy calculations. 23. Every handicapped parking space shall be identified by a sign centered on the stall. The bottom of the sign needs to be 60 inches above the parking surface, at the head of the parking space. The sign shall include the international symbol of access and the phrase "State Disabled Parking Permit Required". Provision under site development permit. 24. This drawing is an instrument of service only. The copyright to this drawing belongs to the architect. No person may use this drawing for any purpose other than the intended original purpose for the original client. This drawing may not be reproduced in whole or in part, in any manner or stored in any form for reproduction without the express permission of the architect. No value should be scaled and all values should be checked against field values an or checked with the architect. If any values is found to be incorrect or invalid, then it is the responsibility of the usert to inform the architect and to obtain the correct value from the architect prior to acting. 25. Per W.S.E.C. Section 1416.3.2 Acceptance: Final Certificate of Occupancy shall not be issued until 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 PLANNING APPROVED • No changes 'can be madeto these plans without approval from the Planning Division of DCD Approved By: Date: AC ACCOUSTIC ADD ADDENDUM ADD'N ADDITION ABC AGGREGATE BASE COURSE AGG AGGREGATE A/C AIR CONDITIONING AL ALUMINIUM ALT ALTERNATE AB ANCHOR BOLT ABV ABOVE & AND ARCH ARCHITECT ASP ASPHALT BSMT BASEMENT BM BEAM BEL BELOW B.M. BENCHMARK BLKG BLOCKING BD BOARD BO BOTTOM OF BLDG BUILDING CABT CABINET C.I.P. CAST IN PLACE C.B. CATCH BASIN CLG CEILING CEM CEMENT CG CENTIGRAM CL CENTER LINE CER CERAMIC C.T. CERAMIC TILE CHAN. CHANNEL CLR CLEAR C.O. CLEAN OUT CLOS CLOSET COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CJ. CONTROL JOINT CONSTRUCTION JOINT CONT CONTINUOUS CON TR CONTRACTOR COR'G CORRUGATED CTR COUNTER CTSK COUNTERSINK CMU CONCRETE MASONRY UNIT CMS CORRUGATED METAL SIDING D.P. DAMP PROOFING DIAG DIAGONAL DIAM DIAMETER DIM DIMENSION DISP DISPENSER DWL DOWEL DN DOWN D.S. DOWNSPOUT DWG DRAWING EA EACH EL ELECTRIC EDF ELECTRIC DRINKING FOUNTAIN ELEV ELEVATION EQ +::J -EQUAL EQUIP EQUIPMENT EXH EXHAUST EXP EXPANSION EJ EXPANSION JOINT EXIST EXISTING FT FEET FIN FINISH FIXT FIXTURE FL FLASHING FLR FLOOR • F.D. FLOOR DRAIN FLUOR FLUORESCENT FTG FOOTING FND FOUNDATION FR FRAME FHC FIRE HOSE CABINET FV FIELD VERIFY GA GAUGE GI GALVANIZED IRON GL GLASS GD GRADE GYP GYPSUM GWB GYPSUM WALL BOARD GRND GROUND HR HANDRAIL HDN HARDENER HDW HARDWARE HDWD HARDWOOD HTR HEATER HT HEIGHT HP HIGH POINT H.M. HOLLOW METAL HORIZ HORIZONTAL HB HOSE BIBB HW HOT WATER IN INCH ID INSIDE DIAMETER INSUL INSULATION INT INTERIOR INV INVERT JAN JANITOR JT JOINT JST JOIST KP KICK PLATE LAM LAMINATED LDG LANDING LAV LAVATORY LG LENGTH LOC LOCATION LT LIGHT LWC LIGHT WEIGHT CONCRETE LVR LOUVER LOC LOCATION MO MASONRY OPENING MATL MATERIAL MFR MANUFACTURER MAX MAXIMUM MCJ MAS CNTRL JNT MECH MECHANICAL MET METAL MTL METAL ML METAL LATH MID MIDWAY / MIDDLE MIN MINIMUM MLDG MOULDING MULL MULLION NG NATURAL GRADE NOM NOMINAL N.I.C. 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/O WITHOUT VICINITY MAP N.T.S. PROJECT ADDRESS SITE CODE COMD FOR PLIANCE APPROVED J N 1 1 1014 14600 INTERURBAN AVE TUKWILA, WA 98188 City of BUILDING! BUILDING CODE DATA PROJECT VALUE $ UkWj )!VISIaION Building Identifier: E . Applicable Code: SBC 2009 Edition Site Area: 3.3 ACRES Zoning Occupancy Groups (Future tenants)M, B Mixed Use Class Non Separated Uses Construction: Type VB SRINKLERED Height 32 ft +1- (highest point) Number of Stories Two Wind Exposure / Seismic Zone see structural Proposed Building Uses/Exits Required Area OCC. Load Factor Occ. Load Exits required Exits Provided Retail 1,975 30 66 2 3 Mezzanine office* 469 130 4 1 1 Meeh i Elec 102 300 0 1 1 Building Total 2,077 *mezzanines not included in building area 'HEIGHT LIMITATIONS -TYPE VB Base Height Total Height (Per table 503) FLOOR AREA LIMITATIONS - TYPE VE (Per table 503) Base Area (M Occupancy)* Area Increases due to sprinkler (300%) Area Increases due to frontage Total Area per floor Allowable 40' Allowable 9,000 SF 9,000 sf x 3 = 36,000 SF 6,750 SF 151,750 SF / story Proposed 32' Proposed 1,975 *Maximum allowable building area to be calculated using most restrictive future use Retail (M) FIRE RESISTIVE REQUIREMENTS (Table 601) Structural frame Bearing walls - exterior Bearing walls - interior Nonbearing walls and partitions - exterior Nonbearing walls and partitions - interior Floor construction Roof construction Type VB 0 0 0 0 (Table 602) 0 0 0 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: revisions will require a new plan submittal and may include additional plan review fees. ENERGY CODE INSULATION VALUES COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: INSULATION VALUES: ROOF: WALLS: VERTICAL GLASS & STOREFRONT DOORS: SKYLIGHTS: EXT. H.M. MAN -DOORS: EXT. CARGO DOORS: BY TARGET UA CALCULATION - SEE 2009 WSEC ENVELOPE CALCS OTHER FUELS GLAZING AREA: 3,927 SF GROSS WALL AREA: 27,729 SF GLAZING % PER PER ENVELOPE SUMMARY = 14.2% ThL-Di LT - - - " METAL STUDS © 24" O.C. W/R-21 BATT PERIMETER CONC. SLAB: PROJECT TEAM Owner: Architect: Civil Engineer: A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att.net 17 Landscape Architect Barghausen Engineers 118215 72nd Ave S Kent, WA 98032 1425 251 6222........... ,contact: Art Seidel aseidel@barghausen, corn Fuller/Sears Architects Electrical Engineer: TBD 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Torn Jordan TJordan@a fullersears.corn Coughlin Porter Lundeen 413 Pine St. #300 Seattle, WA 98101 206....343....0460'..............................................._._.. 2 06....343...046 .............. . ................... contact: Sean Robertson SeanRt' cplinc.com Mechanical Engineer Structural Engineer: Coughlin ,Porter,Lundeen _....___ 413 Pine St. #300 Seattle, WA 98101 206 343 0460 contact: Tim Grant TimG@cplinc.com SHEET INDEX Soils Report: IGeotech Consultants Inc. =13256 NE 20th St #16 Bellevue, WA 98005 425 747 5618 !contact: Mark McGinnis COVER A0.1 COVER SHEET, CODE DATA VICINITY PLAN, SHEET INDEX ICIVIL { SEE BUILDING A DRAWINGS ) A1.0 A1.1 ARCHITECTURAL SITE PLAN SITE DETAILS A2.1 FLOOR PLAN A2.2 1WALL TYPES, DOOR SCHEDULE A2.3 1ROOF PLAN, ROOF DETAILS A4.0 BUILDING SECTIONS, RESTROOM PLAN A4.1 EXTERIOR ELEVATIONS A4.2 !FINISH SCHEDULE, WINDOW SCHEDULE A5.1 WALL SECTIONS A5.2 I WALL SECTIONS_ A9.0 CANOPY PLANS, MISC. DETAILS A9.1 MISC. DETAILS 'STRUCTURAL ;GENERAL NOTES GENERAL NOTES GENERAL NOTES 152,1 FOUNDATION PLAN 52.2 ;-ROOF FRAMING PLAN S3.1 ;TYPICAL CONCRETE DETAILS :53.2 CONCRETE DETAILS =S3.3 CONCRETE DETAILS IS4.1 TYPICAL MASONRY DETAILS =S5 1 155.2 S5.3 IS 5.4 S5.7 S6.1 IS6.2 Si .1 TYPICAL METAL DECK DETAILS TYPICAL STEEL DETAILS STEEL DETAILS I T D L T SSEEEALS ... .......__._M_._..._._......_....___._.......___...__..__...... CANOPY PLANS AND DETAILS SHEAR WALL SCHEDULE AND DETAILS STAIR PLANS & DETAILS TYPICAL NON LOADING METAL STUD DETAILS w to Cl) w Ct CIT w D 0 03/9/2011 07/19/2011 C®i 10/10/2011 CIT 04/07/2014 LANDSCAPE SEE BUILDING BUILDING A DRAWINGS) MECHANICAL DESIGN BUILD ___..... PLUMBING DESIGN BUILD These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: D DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 (BOTH VALUES FOR GLASS AND FRAME COMBINED) FRAME: ALUMINUM W/ THERMAL BREAK * U=.60, SHGC=.35 * U=.6 U=1.2 UNINSULATED * ASSEBMLIES MUST BE CERTIFIED AND RATED PER NFRC AS REQUIRED BY SECTION 1312.1 INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT SEPARATE- PERMIT REQUIRED FOR: Mechanical ►'� Electrical Plumbing ►% Gas Piping City of Tukwila Ir?tfll..'1r30 DIVISION ELECTRICAL DESIGN BUILD Permit No.._..... 0 -2 Plan review approval is subject to errors and affinity -1i Approval of construction documents does not authorize the violation of any adopted code or ordi of approved Field Copy and la BY Date: CityOf BUILDING D THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT # D11-244 CC 1 3 stE CA CD Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: ' Steve Sears Project Manager: Tom Jordan Drawn By. 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"=1'-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 marshal]. Exit lighting shall be provided when two exits are required. The emergency system all be supplied by a separate source of power and have an emergency back up system. Exits shall be illuminated at any time the building is occupied with emergency lighting having the intensity of not less than 1 foot candle at floor level. IBC section 1006.3. 18. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. 19. Exception: Key -locking hardware may be used on the main exit when the main exit consists of a single door or pair of doors if there is a readily visible, durable sign on or adjacent to the door stating THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS. The sign shall be in letters no less than 1 inch high on contrasting background. When locked, the single door or both leaves of a pair of doors must be free to swing without operation of any latching device. 20. Trash dumpsters and compactors shall be provided with rubber wheels N.I.C. SYMBOLS EXTERIOR ELEVATION KEY DETAIL REFERENCE ENLARGED PLAN WALL SECTION BUILDING SECTION INTERIOR ELEVATION WINDOW TYPE SEE SHT. A3.1 DOOR NUMBER SEE SHT. A3.2 WALL TYPE SEE SHT. A3.2 GRIDLINE DRAWING TITLE SHEET # PLANNING APPROVED • No changes can be made. to these plans without approval from the Planning Division of DCD Approved By: Date:, I* - 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 nergy calculations. 23. Every handicapped parking space shall be identified by a sign centered on the stall. (fie 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 CM U CMS D.P. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT EXISTING FT FIN FIXT FL FLR F.D. FLUOR FTG FND FR FHC FV GA GI GL GD GYP GWB GRND HR HDN HDW HDWD HTR HT HP H.M. HORIZ HB HW IN ID INSUL INT INV JAN JT JST KP LAM LDG LAV LG LOC LT LWC LVR LOC MO MATL M FR MAX MCJ MECH MET M TL ML MID MIN MLDG MULL NG NOM N.I.C. FEET FINISH FIXTURE FLASHING FLOOR FLOOR DRAIN FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GAUGE GALVANIZED IRON GLASS GRADE GYPSUM GYPSUM WALL BOARD GROUND HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIBB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT 0/ OBS OC OPG OA OD OFS OFD PARA PTD PG PR PNL P TN d PL PLBG PLYWD PT PSI PSF PC PL R REG REQ'D REV RD RFG RM RGH RD SCR SECT SEL SHT SDG SIM SLDG SM SPEC SPL SQ STD SS STRUC SUSP SWBD TC TG T.O. T.S. TSD TYP U.N.O. U.S.P. V VERT OVER OBSERVE ON CENTER OPENING OVERALL OUTSIDE DIAMETER OVER FLOW SCUPPER OVERFLOW DRAIN PARAPET PAINTED PAGE • PAIR PANEL PARTITION PENNY PLATE PLUMBING PLYWOOD POINT POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRECAST PROPERTY LINE RADIUS REGISTER REQUIRED REVISION ROOF DRAIN ROOFING ROOM ROUGH ROUND SCREW SECTION SELECT SHEET SIDING SIMILAR SLIDING SMOOTH SPECIFICATION SPLASH SQUARE STANDARD STAINLESS STEEL STRUCTURE SUSPENDED SWITCHBOARD TOP OF CURB TEMPERED GLASS TOP OF TUBE STEEL TOP OF STEEL DESK TYPICAL UNLESS NOTED OTHERWISE UNDER SEPARATE PERMIT VENT VERTICAL VEST VESTIBULE VCT VINYL COMPOSITION TILE WWM WC WH WF W/ W/O WELDED WIRE MESH WATER CLOSET WATER HEATER WIDE FLANGE WITH WITHOUT VICINITY MAP SITE N.T.S. PROJECT ADDRESS 14600 INTERURBAN AVE TUKWILA, WA 98188 BUILDING CODE DATA PROJECT VALUE $ Building Identifier: 'Applicable Code: Site Area: E i SBC 2009 Edition 3.3 ACRES Zoning: C/LI Occupancy Groups (Future tenants): M, B -_._...___...w.. Mixed Use Class Non Separated Uses i Type VB ISRINKLERED f ___......._._.. .._._....._. _.._....___.._.-_ Construction: Height _ _-_.__ _ _ _.__.__- __ _ 32 ft +1- (highest point)` Number of Stories .-.......H..~.v.. �... Wind Exposure / Seismic Zone iProposed Building Uses/Exits Required Two .._ _.._______ � _._... __. I see structural Area Occ. Load Factor Occ. Load Exits required Exits Provided Retail 1,975 30 66 2 3 Mezzanine office* 469 130 4 1 1 Mech / Elec 102 300 0 1 1 Building Total 2,077 *mezzanines not included in building area HEIGHT LIMITATIONS -TYPE VB (Per table 503) Allowable Proposed Base Height 40' Total Height 32' 1 FLOOR AREA LIMITATIONS - TYPE Vti;(Per table 503) Allowable Proposed - Base Area (M Occupancy)* 9,000 SF Area Increases due to sprinkler (300%) 9,000 sf x 3 = 36,000 SF Area Increases due to frontage 6,750 SF Total Area per floor 51,750 SF / story 1,975 I*Maximum allowable building area to be FIRE RESISTIVE REQUIREMENTS (Table calculated using most restrictive future use - Retail (M) 601) TypeVB _..___ _.,._ .,_.__....._........,..._. _..___..._._.... _ ...._____.__. ____.._.__._ _..i .._.. .____ Structural frame 0 Bearing walls - exterior 0 Bearing walls - interior 0 Nonbearing walls and partitions - exterior 0 (Table 602) --........ _.,__,.._ ____.w_._......_........ _. µ m.._. Nonbearing walls and partitions - interior 0 Floor construction 0 Roof construction 0 ENERGY CODE INSULATION VALUES REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. PROJECT TEAM Owner: ;Architect: [Civil Engineer: 1 A& B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att. net Landscape Architect: Fuller/Sears Architects 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Tom Jordan TJordan@fullersears.com Coughlin Porter Lundeen 413 Pine St. #300 Seattle, WA 98101 206 343 0460 contact: Sean Robertson SeanRgcplinc.comMM (Structural Engineer: Electrical Engineer: Barghausen Engineers 18215 72nd Ave S Kent, WA 98032 425 251 6222 contact: Art seidel aseidel@barghausen.com TBD TBD Coughlin Porter Lundeen 41-3v Pine St. #300e Seattle, WA 98101 W W M 206 343 0460 �-�_-�-----�--- contact: Tim Grant TimG@cplinc.com SHEET INDEX Soils Report: Geotech Consultants Inc. 13256 NE 20th St #16 Bellevue, WA 98005 425 747 5618 contact: Mark McGinnis ____._..._....E [A0.1 COVER COVER SHEET, CODE DATA VICINITY PLAN, SHEET INDEX F CIVIL __ (SEE BUILDING A DRAWINGS) ARCHITECTURAL A1.0 SITE PLAN A1.1 SITE DETAILS_ A2.1w.. FLOOR PLAN_ ...........n..,... A2.2 W WALL TYPES, DOOR SCHEDULE A2.3 ROOF PLAN, ROOF DETAILS 1A4.0 BUILDING SECTIONS, RESTROOM PLAN [A4.1 EXTERIOR ELEVATIONS A4.2 FINISH SCHEDULE, WINDOW SCHEDULE A5.1 'WALL SECTIONS tA5 2 WALL SECTIONS A9.0 CANOPY PLANS, MISC. DETAILS A9.1 MISC. DETAILS STRUCTURAL 1S1.1 !GENERAL NOTES S1.2 (GENERAL NOTES (51.3 GENERAL NOTES S2.1 I FOUNDATION PLAN 52.2 ROOF FRAMING PLAN S3.1 (TYPICAL CONCRETE DETAILS S3.2 CONCRETE DETAILS_ S3.3 (CONCRETE DETAILS S4.1 TYPICAL MASONRY DETAILS TYPICAL METAL DECK DETAILS :TYPICAL STEEL DETAILS 'STEEL DETAILS «..__.._..._...__ __..._._......._... (STEEL DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED APR 1 7 2012 rivxv City of(Tuila -BUILDIN IVISION. S5.1 (55.2 S5.3 'S5.4 S5.7 CANOPY PLANS AND DETAILS 1S6.1 (SHEAR WALL SCHEDULE AND DETAILS S6.2 STAIR PLANS & DETAILS LS7.1 'TYPICAL NON LOADING METAL STUD DETAILS --These-'-pltiri`s'"iia`v eabeeri - feviewerby the PtibT c Works-- De<pa t neat-far-eonft rmanre- with current Citv_st41204E.5,,.:.,ceep,ta.nce....is....su:bject...to..er..ro.r omissions which do not authorize violations of adopted standards or ordinances. The responsibility -•for-.th-e-adequse 'etthe design'- rests totally with-- iii --designer.---.Additions ..-deletions-or-revisions.--to-.•these-- r drawings after this..,date wi.it._aoid_..this_acceptance. and will require a resubmittal of revised drawings fore stEsequent-y-approval. COMPLIANCE METHOD: SPACE HEAT TYPE: GLAZING AREA: 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% INSULATION VALUES: ROOF: R-30 RIGID WALLS: VERTICAL GLASS & STOREFRONT DOORS: CONCRETE WALLS: 6" METAL STUD FURRED WALL @ 24" O.C. W/R-21 BATT METAL SIDED WALLS: 6" METAL STUDS @ 24" O.C. W/R-21 BATT CMU WALLS: 6" METAL STUD FURRED @ 24" O.C. W/R-21 BATT DOUBLE PANED WITH 1/2" AIRSPACE - U -FACTOR =.49, SHGC =.40 (BOTH FRAME: ALUMINUM W/ THERMAL BREAK * SKYLIGHTS: U=.60, SHGC=.35 * EXT. H.M. MAN -DOORS: U=.6 EXT. CARGO DOORS: U=1.2 PERIMETER CONC. SLAB: UNINSULATED * ASSEBMLIES MUST BE CERTIFIED AND RATED PER NF' REQUI: - : : SE e . 312.1 INTERIOR LIGHTING AND LIGHTING FORMS TO BE COMPLETED BY FUTURE TENANT VALUES FOR GLASS AND FRAME COMBINED) LANDSCAPE (SEE BUILDING A DRAWINGS) I MECHANICAL DESIGN BUILD Final ...acceptance.-•fs-.- subject- _to- field -inspection by_.. ...__t......w... the Public Works utilities inspector. Date: By: 1°/2-6/1 SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila C3Li1l...0,ING DIVISION CORRECTION LTR# PLUMBING DESIGN BUILD ELECTRICAL mi*DESIGN BUILD rmlt Pia r review ,rrovat of tftc frof approv f► S • n of F 0 LE ro : Issu uction d any adopt Id Copy Date: to errors an uments do code or not Ina *nsisa i • { Of Tuj DING DIVA co THIS PROJECT IS FOR A SHELL PERMIT ONLY FUTURE TENANTS WILL NEED TO APPLY FOR FOR SEPARATE PERMIT TO OBTAIN OCCUPANCY fta•-• ZIN RECEWE JAN 1 1 2012 PERMIT CENTER PERMIT # D11-244 Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: CODE DATA PROJECT INFO © 2010 FULLER -SEARS ARCHITECTS i ' 36 6 6 a reduced / / / / 1 1 / / / / / / 21 / / / 1 1 t 1 / � 1 / \ `\ / \ \\ �\\ \\\\\\\\ \� \ �\ �` • .ems: \ pR�pFRT ,www`__—ter (/NF \ Act 1 1 \ TRASH/R ==. == _ 1 `•~ .. . r•• -` w - HCH r+: \ S+H IQ/ AVeR Wf o 1:11 (IN \ _', ,•{., �\ / �e1�ii1S .,�.,,\ � „�-..�' •�. •x_"+`11` �„_w. w"... \ / 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. 5 112 SF • 560 SF 1 © 83 SF ®83 SF 643 SF ADJACENT BLDG -C7LT-ZONE BUILDING "A" 34,712 SF.*„. (30,729 SF WAREHOUSE)-- --- -- (4x 938 SF OFFICE @ 1ST) (4x 941 SF OFFICE @ MEZZ.) (231 SF MECH / ELEC) *NOT INCLUDING MEZZ. `ANOSCAP '-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. •• WAREHOUSE. 56,990 SF @ 1.2000 m 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' ANCILED) 10 - COMPACT STALLS (8' X 16') 63 TOTAL (INCL. 4 HC STALLS) (4) LOADING DOCKS (20' x 38') •• NOT INCLUDING MECHANICAL ROOM;5 SITE AREA. 141,868 SF (3.3 ACRES) ___:-._::..:E!_:::Z:::ez.2:T..-::jif:zfi_::_-_y:.-_+-. w '•�� �,-.. ..+.. �+�.j��+. -...- ....ww w....`eww wrw. �.......•,ti .'.w•... t /..„:z......:;__:::_!,..........::::::40' RIVER \\\ ----:----ENVIRONMENT TRASH/R E t LOSURE PICNIC TABLE AREA ❑ ❑ w 1 TENANT "A-1" 10,847 SF * (FF 26.33') TENANT "A-2" 10,067 SF * (FF 26.33') TENANT "A-3" 8,018 SF * (FF 26.33') r / FIRE HYDR NEW;3' KEY STONE RETAINING WALL EXISTING EDGE 1 NRA!^` / / (8'Xi 26 '� :f \ + PARCEL LINE - i3 TRUNCATED DOMES AT p.ED CROSSINGS = TYP----- - P,AN-t•, PROPERTY LINE 60' LOW IMPACT ENVIRONMENT ADJACENT BLDG C/LI ZONE 1St \ RUNC ED C TED DOMES �SSINGS - TRA 158 CLOS RE VAN HC RASH/ 11 1- I 1 ChOSUR 11 t \ t 1 \\ ! r/ r / / 400' TENANT "0-1" (FF 26.17') COM'ACTS (8'+ 16') BUIL' 9,15 (7,157 S (2x 939 SF (2x 942 SF 1 (121 SF *NOT INC NG "D" SF * WAREHOUSE) FFICE @ 1ST) FTCIE @ MEZZ.) CH / ELEC) D:[NG MEZZ. TENANT "D-2" -I (FF 25.50') BUILDING "C" 110,736 SF * (8,748 SF WAREHOUSE) (2x 9391SF OFFICE @ 1ST) (2x 942 5F OFFICE @ MEZZ.) (115 F MECH / ELEC) *NOT INCLUDING MEZZ. TENANT "C-2" (FF 24.40') DRIVE AISLE sL. *29 BUILDING "B" 4,491 SF * (3,432 SF WAREHOUSE) I (939 SF OFFICE @ 1ST) (942 SF OFFICE @ MEZZ.) (120 SF MECH / ELEC) *NOT INCLUDING MEZZ. (FF 24.13') 0_ L.ANDSCAP SETBACK 0" / 1 I LANDSCAPE 24 INTERURBAN AVENUE PROPOSED - - - -BIKE -RACK- - 4 PROPOSED CITY STREET IMPROVEMENTS BY OTHERS 65' BUS PERMIT THIS BUILDING LANDSCAPE & CIVIL SITE DRAWINGS PART OF BUILDING "A" PERMIT SET PERMIT #: D11-060. REFERENCE CIVIL DRAWINGS FOR ADDITIONAL SITE INFORMATION SITE PLAN 1" = 30'-0" n (T. 0 O O O CITY PROPOSED BUS SHELTER BY OTHERS tl -?y44 APPROVED 'JUN 03 2014 City of Tukwila PUBLIC Works SOUTH 147TH ST REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER IY w PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 CITY REVISIONS 3 03/9/2011 07/19/2011 10/10/2011 04/07/2014 N M CO3 Pon 1 Job Number: 1005 Dote: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Torn Jordon Sheet Title: SITE PLAN © 2010 FULLER•SEARS ARCHITECTS If this drawing is not 24" * 36" it is a reduced print. 3x3 GALV T.S. FRAME, GRIND WELDS SMOOTH INTERIOR 1x1 GALV T.S. FRAME, PAINT COLOR P1. WELD TO EXT. FRAME, TYP. (4 PERIMETER 24 GA. PREFINISHED MTL SIDING. ATTACH TO 1x1 TS W/ HIGH DOMED, GASKETED SELF -TAPPING FASTENERS 8" O.C. at PERIMETER 1/2" DIAM. CANE BOLT AND HARDWARE, WELD TO F.0 FRAME AS INDICATED. INTERIOR GATE DETAILS 1/4" = 1'-0" SMOOTH SLOPED MORTAR CAP EXTERIOR 8" CMU BLOCK WALL PAINTED GALV STEEL PLATE W/ NELSON STUD EMBEDS © (4) EA. JMB. BUSH HAMMER AS REQ'D PAINTED 6"0 GALV STL. PIPE BOLLARD FILLED W/ CONCRETE SEALANT AT JT AS REQ'D POUR FTG INTERGRAL W/ SLAB AT CONC PAVING CONDITIONS TYP ASPHALT PAVING WHERE OCCURS SEE CIVIL DWGS 18" DIAMETER CONC. BASE NO. 6 BAR 12" LONG EA. WAY FULLY WELD TO PIPE BOLLARD DETAIL 1" = 1'-0" L-3 CONC. SIDEWALK CMU WALL 0 SLOPE TO DRAIN COORDINATE W/ CIVIL CMU BUILDING WALL 6" DIA. MTL BOLLARD PAINTED SAFETY YELLOW 2\ TRASH ENCLOSURE 1 1/2' 1 1/2" BULLNOSE SECTION CONT. #3 • #5 BARS PAINT CURB ENDS YELLOW le ADD 2 - #3 BARS x 3'-0" AT EA. END OF CURB 3/8"0 RODS x 3'-6" LONG AT 1'-6" o.c. STAGGERED DRIVE THRU FIN. PAVING UNTIL TOP PROTRUDES 5 1/2" ELEVATION '-6" TYP. PLAN CONCRETE WHEEL STOP \OTE: ARCHITECTURAL SITE DETAILS ARE EFERE\CI\G AREAS WITHI\ THE SITE. SEE CIVIL NAWI\GS F0; SID.EWAL< A\D CURB DETAILS AT SITE PERIN ETES. CMU BUILDING WALL 6'-8" ENCLOSURE E TOP OF PAVING & RAMP WITH Y2" LIP BEVELED © 45' AT ASPHALT. FLUSH © CONC. 7'-6" 1:12 SLOPE 4" THK SOLID CAP BLOCK BEVELED BOTH SIDES 3"x3" HOT DIP GALV. T.S. FRAME P-3 DIAGONAL 1"x2" T.S. BRACE, WELD TO PERIMETER FRAME P-3 8" CMU WALL PER FIN. SCHEDULE CMU -3 PRE -FIN MTL SIDING PER FIN SCHEDULE CANE BOLT, PROVIDE RECESSED 1" 0 x 12" STL PIPE IN CONC. SLAB TYP. EA. GATE. ENATION PROVIDE TRUNCATED DOMES WIDTH OF RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 TOOLED JOINTS 6" O.C. 1,-0" 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. 3/4" 3/16" ADA/RAMP DETAIL 8} 1 " = 1'-0" ACCESSIBLE PARKING SIGN 6" q. 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 —\ 0 7-0 5'-0" 1'-0" II RESERVED MIN. PARKING D 1.60" 2.40" E .65" 1.50" lo C > G .90" 1.40" VAN ACCESSIBLE `° • VAN ACCESSIBLE PARKING SIGN, SEE SITE PLAN FOR LOCATION(S) NOTES: 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC/ANSI A117.1-2003. 2. BUILDING MOUNT (AS OCCURS): MOUNT SIGN ON WALL WITH (2) EXPANSION ANCHORS. CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ 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 OF STALL 1'-6" / 1'-6" EQ ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN� ACCESS. PARKING SYMBOL 4 N.T.S.5 N.T.S. SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 MIN. MAX. D 1.60" 2.40" E .65" 1.50" F .45" .80" G .90" 1.40" SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER ICC/ANSI A117.1 2003 CHAPTER 1/705.5 PER PLAN PLAN DETAIL o 1,F N k G ELEVATION TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS © 3/4" 0.C., 1" WIDE BAND SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION PAINT TOP & FACE OF CURB WITH (2) COATS SLIP -RESISTANT TRAFFIC YELLOW CURB & GUTTER CONDITION WHERE OCCURS io ADA CURB/RAMP - TYP. 1/4" = 1�2 RECEDED JUL 212011 PERMITCENTER REMARKS PERMIT SUBMITTAL 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000 000000000000000000 0000 0000000000000000000 N, RAMP PER PLAN PLAN DETAIL o 1,F N k G ELEVATION TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS © 3/4" 0.C., 1" WIDE BAND SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION PAINT TOP & FACE OF CURB WITH (2) COATS SLIP -RESISTANT TRAFFIC YELLOW CURB & GUTTER CONDITION WHERE OCCURS io ADA CURB/RAMP - TYP. 1/4" = 1�2 RECEDED JUL 212011 PERMITCENTER REMARKS PERMIT SUBMITTAL DATE 07/19/2011 CS Z VINO Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: SITE DETAILS Sheet Number: A1.1 © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. TYP RESTROOM REFERENCE CIVIL DRAWINGS FOR DRIVE AISLES, CURBS AND SIDEVIALK DIMENSIONS ammo 1.voim, 64'-8" 21'-8" ASPHALT (SEE CIVIL DWGS - TYP.) 14'-0" CANOPY PBOVE r LANDSCAPING LANDSCAPING C NC. SIDEWALK H ENCLOSWF SPRINKLER RISER ELECT. ROOM (89 SF) ROOF LADDER SP'` RISER/ELECT. ROOM SIZE TO BE DESIGN BUILD BY FUTURE TENANT REFERENCE SHT A1.1 FOR ADA SITE INFORMATION 12'-9" OPEN G IN WALL 3 PARKING STALLS LANDSCAPING (SEE LANDSCAPE DWGS TYP.) L____J SKYLIGHT ABOVE - TYP TYP STAIR RETAIL 6 (1,975 SF) 0 03 0 ASPHALT (SEE CIVIL DWGS - TYP.) f T�-FT-T-1-1-1-1-1 ,,` 7� 1 1 lir' III Iliflit f I Li7_17. 'is Lti1_I_L1 I it I � 0 GiiF�li� PROPERTY UNE LANDSCAPING (SEE LANDSCAPE DWGS - TYP.) CONC. SIDEWALK (SEE CIVIL DWGS - TYP.) BLDG "E" 2,077 SF (1975 SF RETAIL) (469 SF OFFICE @ MEZZ.) (89 SF MECH / ELEC) *NOT INCLUDING MEZZ. C. SIDEW LK THIS DRAWING IS FOR SHELL PERMIT ONLY FLOOR PLAN LANDSCAPING PROPERTY LINE REFERENCE CIVIL DRAWINGS FOR LOCATION OF BUILDING ON SITE DOOR SCHEDULE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 CBUILDING Tukwila DIVISION DOOR TYPES N.T.S. A 3'-0" STOREFRONT DOORS: MEDIUM STYLS AND RAILS COORD W/OPENING DETAILS FOR HEAD, JAMB AND SILL CONDITIONS AT STOREFRONT DOORS STOREFRONT B 3'-0" 0 EXT. DOOR C 3'-0" / INT. DOOR )1 11-14 DOOR FRAME Door # Door Size (WxH) Type Thickness Label Mat!. Finish Color Matt. Finish Color HARDWARE Group # Ma REMARKS NOTES 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 4 16 3'-0" x 7'-0" 3'-0" x 7'-0" 3'-0" x_ " 3'-0" x 7'-O" 8'-O" x 10'-0" A B C D By Manuf. By Manuf. By Manuf. By Manuf, Alum. Metal Wood Metal Anodized Paint Paint Paint clear match adj. per tenant P-3 Aium. Metal Metal Metal Anodized Paint Paint Paint clear match adj. a • ad'. per tenant P-3 HW - HW - H W - NW - Storefront entry hollow metal exit door hollow meta 1,2,3,13,14,22 1,2,5,13,14,18 so ': cor- restroo door 1,13,1 ,18 roll -up door 1,2,3,13,24 DOOR AND FRAME REMARKS 1 Verify size/verify header 2 Provide exterior weather stripping and drip cap. 3 Hardware by manufacturer. .._........ rovide panic release hardware. ovide closer to allow 3 seconds to close from open position. easure from position of 70 degrees. I Provide lockable padlock and hasp. Floor mtd. door stop. Provide panic "break away" hardware and glass panels.! 9 Pre -hung hollow core. 10 Provide butted frame at door opening. 11 Tenant responsible to provide door and jamb 12 Verify rough opening and details with elevator manuf. ......_a ......... ...a.. -._a -a -as -._a ..a-._...____•_•___•_...__ ... ... - ... .... .. .. ... .... ......... .. a..a.. 13 'Provide lock 14 Provide aheavy gauge hinges 15 ;Provide two 1'-3" x 1'-3" louvered vents with insect screens typ. 16 ,Provide smoke seals. _u _ 17 ?Weather strip. Coordinate withdoor manufacturer 18 !Door knob to be ADA approved lever action handle. 19 jApply ADA approved tactile grit to hazard area entry door knob 20 'Not used ............. ... era. aw .-... •.e..a ...,, o..aa... nn .e.e.-a <e... eau maneao-ao-n <....�a.a .... ... w.. ... �..., e. .u. <..... .... ..e.,........., ...- .. .._....... 21 Prouide frame with 4" head, jamb and sill to coord. w/ masonry opening 22 Provide signage: "These doors to remain open during business hours" 23 I Not used RECEIVED.._ _ .. 24 I Garage door 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 z i 27 aProvide lock and hold -open only (for employee use only) PERMIT_CENTER'µ- _.. 'APR 17.2014 " PERMIT SUBMITTAL co ro to _0 to DJ CC 0 LTJ 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 ' IgC etig '4444 CaD CAI bial E C1� rig d CO as ISZr inn Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordon Sheet Title: FLOOR PLAN © 2010 FULLER•SEARS ARCHITECTS it is a reduced print. his drawing is not 24° MINIM L y 1 1/2" DIA. MTL HANDRAIL EA. SIDE W8 22'-3" STAIRS: 21T = 11" 23R = 6.78" MEZZANINE LEVEL (491 SF) EL. +13'-0" L W8 PARTIAL HIGH (42") WALL LANDING L. +7'-11" DN 11 I W2 8'-0" 9,-10" W8 PARTIAL HIGH (42") WALL A 12'-0" W8 2'— f CANOPY:BELOW l L 4'-0" 0 MEZZANINE PLAN 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION WATER—-SSTA\T 3AES TYPE DESCRIPTION WRB #1 VAPRO SHIELD, WRAP SHIELD AIR BARRIER WRB #2 GRACE VYCOR PLUS SELF ADHERED MEMBRANE WRB #3 VAPRO SHIELD SYSTEM © WINDOWS: VAPROFLASHING, VAPROFLASHING FACTORY FORMED CORNERS, VAPROTAPE, VAPROSILLSAVER, VAPROSILLSAVER SPACER, VAPROSILLSAVER CORNER AT CONCRETE AND DIFFICULT TO WATERPROOF AREAS USE: PROSOCO LIQUID FLASHING DAMPPROOFING SONNEBORN HYDROCIDE 700B SEALER DEGUSSA CHEM—TRETE PROTECTOSIL PB—VOC UNDERSLAB VAPOR BARRIER 15 MIL. MEMBRANE 0/ 4" GRAVEL PER SPECS WALL ASSEv 3LUES TYPE DESCRIPTION 1 \(W1• EXTERIOR EXTERIOR EXTERIOR CONCRETE TILT WALL: `a • 7��.n���1O(1(1(){u��������iO(1('c�i�)— ,(1)()()0(0() .• .�g.., .,� p. =Q • 5 1/2" CONCRETE PANEL WALL PER STRUCT (6" METAL FURRING WALL W/ R-21 BATT )O(u� ��yuojJo INSULATION WILL BE COMPLETED BY FUTURE TENANT) ' INTERIOR W2 EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING )n (��J(�(�n_( (j(ci'�(>l'! nn__ n )fin ,(1 j )t )l �� rc )C`?( 6"TURAL SMETAL GSTUDSER SPER CSTRUCT ---- INTERIOR R-21 BATT INSULATION 5/8" GWB W2A EXTERIOR EXTERIOR METAL SIDING: CORRUGATED METAL SIDING nn"cLc?)�"_'_nn ROOF ASSEMBLY: inm ER 8" METALGSTUDSSPERCSTRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W3 EXTERIOR 3—PLY BUILT UP ROOF W/CAP :y::::; E0TERIOR CMU WALL: 10' CMU BLOCK—SOLID GROUT ���1(1�1�1()(�(lfl�)(1(),fi�)(l�)f1{���;- L)l)OOl)15�111(1l)l)(,,,��')O0Ol)l)l _p�� U (6"METAL FURRING WALL W/ R-21 BATT INSULATION WILL BE COMPLETED BY FUTURE SHEET INTERIOR INTERIOR TENANT) W4 2 FLOOR SECOND FLOOR ASSEMBLY: INTERIOR'' X INTERIOR CMU SHEAR WALL: k K 1" GYPCRETE X 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT X 5/8" GWB 0/1"HATCH CHANNELS `� < � �� 8" CMU BLOCK—SOLIDGROUT • INTERIOR 5/8" GWB 0/1" HATCH CHANNELS W5 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB 82119Mj1(1()(N(lC)i 8" METAL STUDS PER STRUCT INTERIOR R-21 BATT INSULATION 5/8" GWB W6 INTERIOR INTERIOR DEMISING/PARTITION WALL: 5/8" GWB (5/8" MOISTURE RESISTANT GWB AT RESTROOM WALLS) (l `(J11�1U�?(1(��(J11C.1('C�11()� 1 (� (l �,(JI,O( 6" METAL TUDS PER STRUCT 1( R-21 BATT INSULATION INTERIOR 5/8" GWB *PROVIDE BLOCKING Fe' -:AB BARS, ,,' v4•1 •T' dRIES, A : '''•i-• .S \ W6 A INTERIOR INTERIOR DEMISING/PARTITION ' WALL: SAME AS W6 BUT WITHOUT R-21 BATT INTERIOR INSULATION 1 W7 :_ i , EXTERIOR ,0 EXTERIOR CMU WALL: �.. iY Y F/61 8" CMU BLOCK—SOLID GROUT PER STRUCT. 1" AIR SPACE S lS1�Y�15?S/SL \ J(JUL STUDS PER R' 21EBATT INSULATION STRUCT INTERIOR 5/8" GWB W8Q INTERIOR INTERIOR PARTITION WALL: 5/8" GWB J 3 1/2" MTL STUDS PER STRUCT INTERIOR 5/8" GWB W9 INTERIOR INTERIOR SHEAR WALL: 5/8" GWB 0/PLYWOOD PER STRUCT. ()(SIM1l) i)(,U()� , (1U 6" METAL STUDS PER STRUCT R-21 BATT INSULATION INTERIOR 5/8" GWB 0/PLYWOOD PER STRUCT. FLOO/OOF ASSEv3L ES 1 EXTERIOR ---- --- ROOF ASSEMBLY: 3—PLY BUILT UP ROOF W/CAP SHEET INTERIOR • . PROTECTION BOARD R-30 RIGID INSULATION METAL DECKING PER STRUCT ROOF JOISTS PER STRUCT 2 FLOOR SECOND FLOOR ASSEMBLY: X K CEILING k K 1" GYPCRETE X 3/4" PLYWOOD DECKING PER STRUCT WOOD FLOOR TRUSSES PER STRUCT X 11--v-10 RECEIVED CITY OF TUKWILA APR 1 / 2014 PERMIT CENTER MINIM mom w eC taw CO IAA a. CITY REVISIONS 1 CITY REVISIONS 2 w 03/9/2011 07/19/2011 10/10/2011 TY REVISIONS 3 04/07/2014 0 = CO Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: WALL TYPES DOOR SCHEDULE © 2010 FULLER -SEARS ARCHITECTS COORDINATE LADDER INSTALLATION W/ TENANT IMPROVEMENT DRAWINGS AS REQUIRED FOR LADDER BLOCKING AND LADDER CAGE. ROOF OPEN'G MAY VARY. REFER TO STRUCT DWGS AND BUILD'G SECTIONS FOR FRAM'G CONDITIONS - TYP. SAFETY POST, FURNISH WITH SCUTTLE RADIUS TOP OF LADDER TYP. MTL ROOF FLASHING UNDER ROOF MEMBRANE WALL AS OCCURS SEE FLR PLAN FOR LOCATION 6" ROOF HATC 4'-0" X 3'-0" ROOF HATCH ROOF'G MEMBRANE 0/ P.T. WD NAILER, FASTENED AT 12" O.C. MIN MTL ROOF FLASHING UNDER ROOF MEMBRANE RIGID INSULATION FRAMING PER STRUCT MANUFACTURED ALUM LADDER OR PAINTED GALV STL AS A BID ALTERNATE 1/2" = 8 1/2" 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 / 0 T.O. f liFF ROOFING LO PLYWOOD DECKING DOWN SPOUT LINE OF WALL FINISH SCUPPER SECTION 1" = 1'-0" • Z � a • I CANOPY • ROOF ACCESS HATCH - COORDINATE W/ ROOM BELOW • • • 8 -2 1/2" I"1 L.J TYP. 8'-7 1/2" CENTER BETWEEN STRUCT. JOISTS PROVIDE SPLASH BLOCK AT BASE OF DOWNSPOUT TPO ROOF - TYP. EL. 23'-0" AFF SIM B.O. DECKING SLOPE: 1 /4"/FT X/EL. 22'-6" AFF B.O. DECKING (UPPER ROOF) i • / L , n T.O. PARAPET 22'-0" BACK OF PARAPET CONDITION WHEN PARARAPET IS OVER 2' FACE OF WALL FINISH MAT'L. GALV. SPRING LOCK FLASHING W/ COUNTER FLASHING AS SHOWN 6" MIN. FASTENERS AT 8" O.C. PROVIDE BLOCKING AS REQUIRED EXTEND GALV. MTL FLASHING UP WALL AND ATTACH AT 18" O.C. LAP ICE & WATER SHIELD 0/TOP EDGE OF FLASHING ROOF MEMBRANE 0/ GALV. MTL FLASHING - WRAP UP WALL 18" U RIGID INSULATION STRUCTURE VARIES - SEE STRUCTURAL DWGS 2 ROOF MEMBRANE/FLASHING MECH UNIT BODY DAMPENING ,MATERIAL PER MANUF. FACTORY NAILER STRIP (2X) GALV. MTL FLASHING - TYP. ATTACH TO CURB AS REQ'D BY MANUF. GALV. MTL COUNTER FLASHING - TYP. FACTORY CURB ATTACH PER MANUFACTURER ROOFING MEMBRANE UP & OVER CURB ATTACH ROOF'G TO NAILER AT TOP OF CURB 18" OC, MIN 2 PLACES EA. SIDE SEE STRUCT. FOR TYP. OPENING SUPPORT AND ROOF PENETRATIONS ROOF STRUCTURE ROOF BLOCKING MECH CURB DETAIL 1" = 1,-0" aQUPPER&4" DIA. PREFIN MTL. DO- 101 T.O. PARAPET 26'-0" 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" EXTERIOR SIDE OF PARAPET CANOPY SFci SEALANT & ROD TYP. GALV. FLASHING TO WRAP CORNER - TYP. /4 1. BACK OF PARAPET SIDING MATERIAL 8" MIN. EA. SIDE \ WRAP WATER RESISTANT BARRIER FLASH'G CONT. AROUND OPEN'G AND EXTEND 8" BEYOND EACH CORNER ON ALL SIDES TYPICAL 1'-2" 6" 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 IS BUILT INTO THE HIGHER WALL PROVIDE SELF ADHERED MEMBRAME (WRB #2) AT PARAPETS. OVERLAP AND FACE NAIL TO P.T. 2X TOP PLATE, TYP. EXTERIOR SIDE Ach T.O. WALL PER ELEVATIONS PROVIDE MTL END FLASHING WHERE PARAPET MEETS A WALL CONTINUOUS MTL. CLEAT, FASTEN AT 24" 0.C. MIN. PROVIDE 2X PT. BLOCK'G 1/2" GAP MAX PRE -FIN MTL COPING W/ HEMMED EDGES 0/ TAPERED WOOD SHIM 2X P.T. TOP PLATED ATTACH W/ 1/2"0 A.B. AT 4'-0" O.C. MAX. ROOF SIDE HIGH -DOMED, CAPPED, GASKETED FASTNERS PER RECOMMENDED SPACING BY NRCA CONT. MEMBRANE FLASHING: WRAP MEMBRANE OVER PARAPET WHEN ROOF IS LESS THAN 2' ABOVE ROOF DECK. WHEN PARAPET IS MORE THAN 2', PROVIDE SIDING/ROOF TRANSITION W SPRING LOCK FLASHING WALL FRAMING AND SIDING VARIES - SEE ELEVATIONS COPING DETAIL 1" = 1'-0" PARAPET SIDE m m m 0 in COPING SEAM PROVIDE ICE & WATER SHIELD. EXTEND 12" BEYOND EACH SIDE OF SEAM-TYP. COPING DETAIL 1" = 1'-0" 1 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 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 ROOF PENETRATION 1" = PARAPET SIDE PREFINISHED METAL COPING 2X PT WOOD CAP SEALANT EXTEND FLASHING UP WALL 18" MIN. EXTEND ROOFING MEMBRANE UP & UNDER PARAPET COPING MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD 0/ RIGID INSULATION 220 N`•— 6" MIN li GRID CD COPING DETAIL 1 1/2" = 1'-0" DRAFT SEAL SKYLIGHT RETAINING FRAME ALUMINUM CURB FRAME MTL FLASING UP AND OVER CURB ROOF MEMBRANE UP 12" MIN. -MTL FLASHING UNDER ROOF MEMBRANE PROTECTION BOARD 10 SKYLIGHT GLAZING 8 ' .A O MOMS P.T. WOOD SPACER CMU PER ELEVATIONS z 8 7/8" THERMAL BREAK WOOD CURB 1" RIGID INSULATION MTL ROOF DECKING SEE STRUCT. FOR FRAMING OF ROOF OPENING SKYLIGHT DETAIL 1 1/2" = 1'—O" FINISH TRIM OR 5/8" GWB BY FUTURE TENANT RIGID I ULA WOOD BLOCKING RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER CC w 03/9/2011 07/19/2011 10/10/2011 0 04/07/2014 0 M CA rala lokl MI NMI 132 CM cos tam CO eide von 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 © 2010 FULI.ER•SEARS ARCHITECTS EL. 22'-0" T.O. PARAPET ROOF TOP MECH EQUIPMENT BY FUTURE TENANT 00 FURRING WALL W/BATT INSULATION BY FUTURE TENANT 8'-6" CLR. FULL HEIGHT RESTROOM, MECH ROOM WALL BEYOND LOADING DOOR b BEYOND / STOREFRON BEYOND RETAIL L EL. 26'-0" T.O. PARAPET EL. 13'-0" BUILDING SECTION -NORTH SOUTH LOOKING EAST 0 VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR— PLAN 4 /1 l l "J 4A4.O\� J 1 I 1 TOILET U N 2X6 FURRED WALL 36"X48" CLEAR FLOOR SPACE 5' 0 TURNING CIRCLE 5'X5' TOILET CLEARANCE ELEV ELEV 3'-0" cp i ELEV ELEV COUNTERTOP x 0 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 0 0 0 0 0 0 0 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-0" AFF TO CENTERLINE, AND 2'-6" FROM REAR WALL. SEAT COVER DISPENSOR USING BOBRICK 8-4221 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. (8490-36 AND B490-42) WALL & CEILING PAINT: BENJAMINE MOORE #2140-70 "WINTER WHITE" P -LAM WAINSCOTT TO 4'-0" AFF W/ POLISHED MTL. TRIM EDGE FORMICA #692-58 "FOLKSTONE CELESTA" MATT FINISH SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 T.O. 2ND FLOOR BARRIER FREE GENERAL NOTES The following shall be required in all units noted to be handicapped accessible on the drawings: EL. +22'-0" T.O. PARAPET FURRING WALL W/BATT INSULATION BY FUTURE TENANT AL EL. 10'-0" B.O. HEADER EL. +0' T.O. CONC. SLAB O • STOREFRONT BEYOND RETAIL EL. +26'-0" T.O. PARAPET EL. 13'-0" T.O. 2ND FLOOR EL. +0' T.O. CONC. SLAB BUILDING SECTION - EAST WEST LOOKING NORTH 1/8" = 1'-0" — 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 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER CC w c Co 0 W 0 0 03/9/2011 07/19/2011 10/10/2011 co a, Co Lu 0 04/07/2014 0 02 a cos Ca O cm CCI '111 r Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: BUILDING SECTIONS © 2010 FULLER•SEARS ARCHITECTS it is a reduced prin If this drawing is not AL EL. 26'-0" T.O. PARAPET Aik EL. 11'-0" B.O. CANOPY e 010 TOP 2CCOURSES 6" MTL COPING CMU C-2 9 C-1 I I I I 11 111 1111 111111111111111111111 11 1, I 1,11 I 1 1 1 1 1I I1 111II 1,1,1 111,11,11,1,1 I. *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT . II I 1+I I I III w • Ii I I •• l • I I I 1 I..1 0 11.1 11. 1 1 1 1 1 1 1 1 1 I.I I I I 1 I I 1 I I I 1' 1 1 I' 1 III 1 1111111 C-3 CMU 9ROLL UP DOORS - TYP EAST ELEVATION 1 /8" = 1'-0" tik EL. 22'-0" T.O. PARAPET AL EL. 15'-4" B.O. HEADER A 6" MTL COPING TENANT SIGNAGE ON SEPARATE PERMIT F TOP 2CCOURSES U CMU CMU EL. 22'-0" T.O. PARAPET EL. 11'-0" / B.O. CANOPY 1-1 EL. 1O'-0" di B.O. HEADER 1-1 1 I I I I 7 I I•I 1•1 I I• 1 I 1•I I I 1 11 1 1I I I .. 1 1 1- l 11111111111 •I � 1 1 I I I I I I I�I I I I 1[1111111111 1111 1, 1 1 1 I I 1 . 1 LIGHT FIXTURE (L-2) C-3 J -BOX AT 8'-6" CMU PRE FIN MTL CANOPY MTL SIDING 00 1 1 1 1 1 1 1 11111111 111111111111111 1.I111I 1 I-- --L 1111 1 11 111111 *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 4" DIA. DOWNSPOUT CONTROL JOINT BEHIND DOWNSPOUT I1 11III IIIA 11 .1 III -1 + I I I .1 .I -1 1 1 H 1 1 1 1• 1 1 1 -1 1 . :I . 1 1 I.IIII 1I1II 1II IIII IIII1 11111' 1II 13 A9.1 WEST ELEVATION 1 /8" = 1'-0" 1• �1 111. .1.11 1 11 I I I 1 1 II1 -IISI 1 1 1I 111 1 C-3 CMU F L 4" MTL TRIM 10" PRE FIN MTL TRIM - TYP. M-4 EL. 26'-0" T.O. PARAPET 2" MTL TRIM - TYP. M-2 EL. 20'-6" B.O. HEADER IV 4" MTL TRIM - TYP. M-2 4" MTL TRIM - TYP. EL. 13'-0" Ai T.O. MEZZ FLR FINISH IV EL. 11'-0" B.O. CANOPY IV 10" MTL TRIM 0 LIGHT FIXTURE CL -1) J -BOX AT 8'-6 4" MTL TRIM - TYP. obb EL. 22'-0" T.O. PARAPET TOP 2CCOURSES U CMU 4" DIA. DOWNSPOUT Irrta EL. 26'-0" T.O. PARAPET 1-1 MTL SIDING 1 I I I I I 1I1 111I11111 11 II111 2" MTL TRIM - TYP. 0 -,-- 7-7— ;-7—I--1-.-1 I 1 I f. I 1 1 1 1 I I 1 1 1�I I1I 1111111 I I I I I I I I 11 1 1 1 I 1 1III1:1I III1 I 1 111111111111 11 I 1111111111111 111111111 I I I1.ILII1I I 1 I. 1 .111I•�1 I I I I•.I .I''I 11 I I I I 'I I I I I 1 I 1• II1.1I•I1 11.111.1•I'• I 1 1 11111111111 I I 1 1 11 I I I I I 1111 I I 1 1. I. 11 I 1 I. 1 I I .1.':. 1 1 1 1 1 1 1 I I 1 I 'I 1 1 1 1 11111J II-1II1 II1 EL. 11'-0" B.O. CANOPY LIGHT FIXTURE (L-1) J -BOX AT 8'-6' OUTLINE OF TRASH ENCLOSURE C-3 CMU NORTH ELEVATION 1/8" = 1'-0" 010" PRE FIN MTL TRIM - TYP. EL. 26'-0" T.O. PARAPET EL. 20'-6" B.O. HEADER Ai EL. 13'-0" T.O. 2ND FLOOR FINISH Alik EL. 11'-0" B.O. CANOPY 0 2" MTL TRIM - TYP. P-1PRE FIN MTL CANOPY M-24" MTL TRIM - TYP. C O 6" MTL COPING MTL SIDING • IIpp� �I I I hi b ii l�'lil I i��I • 4" MTL TRIM timmllitil SOUTH ELEVATION *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT TENANT SIGNAGE ON SEPARATE, PERMIT 12" PRE FIN BENT 16-1: MTL TRIM - TYP. M-4 EL. 22'-0" T.O. PARAPET IV EL. 11'-0" B.O. CANOPY IV I I I I 1 1 I.. 1 I 1 I 1 1- 11.1 1 1.1.11.1-1.1.-11- •I I• I I 1 I 1_ I• 11.I111111`1.1111I1I •I I J I. I I. I. 1•I . L. J..I I. I . 1.. 1.. I _I... 1 I I I 1 1 .. I I 1 1 1 •1....1..1 .1. *HOSE BIB LOCATION AND QUANTITY BY FUTURE TENANT 1 /8" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL CITY REVISIONS 2 w I- 0 03/9/2011 07/19/2011 10/10/2011 04/07/2014 0 N CI INEN CC Q 3 ela Job Number: 1005 Date: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Torn Jordan Sheet Title: EXTERIOR ELEVATIONS © 2010 FULLER -SEARS ARCHITECTS EL. +22'-0" AFF T.O. CMU EL. - SEE ROOF PLAN B.O. ROOF SHEATHING KNIFE PLATE WELDED TO EMBED PLATE PER STRUCT. , • METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME oft EL. 10'-0" B.O. OPENING EL. +0'-0" 4'-O" 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN CONT. STEEL EMBED PLATE ABOVE OPENING T.O. FINISH FLOOR VERTICAL LIFT ROLL -UP DOOR EXTERIOR DOOR TRACK PAINTED GALV STL CHANNEL W/ NELSON STUD EMBEDS (5 EA.) AT EA. ROLL UP DOOR JAMB INTERIOR �'n•o u cS 4'00.080 •, co.o..p0-11 PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP:- SEE YP-SEE ALSO CIVIL DRAWINGS • ooo.- •o,2 o 90. 0°,90:90.90 •oo:90.90. ol:: °®o. o° 111 -11 11 rn, FOOTING PER STRUCTURAL WALL SECTION 1/2" = 1'-0" Adjk EL. 26'-0" AFF TOP OF PARAPET VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP Ai SEE ROOF PLAN A2.2 IIEFF BOTTOM OF DECKING 10" PRE FIN MTL TRIM EL. 20'-6" B.O. HEADER 4" PRE FIN MTL TRIM Ack EL. 14'-6" B.O. WINDOW OPENING WIDE FLANGE BEAM PER STRUCT. EL. 13'-0" T.O. MEZZ. FLOOR FINISH (GYPCRETE) 10" PRE FIN MTL TRIM op EL. 11'-0" B.O. CANOPY/HEADER 6X10 HSS HEADER W/ PRE FIN MTL WRAP PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0 EXTERIO: - A - G - TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. i`s!akt`. s! i* "** Q e;:t r;t4;1 eY*. 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 i r 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. INTERIOR SIM SLOPE 1/4" PER 1'-0" .09TE vo C,"oz tl•..o :D.C23 ,711 ��Ii.y�, rrr..■ I r�. lir, ��I' ._ �o. FOOTING PER STRUCTURAL 11 WALL SECTION 1/2" = 1'-0" EL. 0'-O" T.O. CONC. SLAB REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION RECEVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER PERMIT SUBMITTAL CITY REVISIONS 1 CITY REVISIONS 2 W D 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 0 z N .03 y W en Qas as m = III C Q W a CD CD 4CD SID mCP bum Job Number: 1005 Dote: MARCH 9, 2011 Principal in Charge: Steve Sears Project Manager: Torn Jordan Drawn By. Tom Jordan Sheet Title: WALL SECTIONS ® 2010 FULLERSEARS ARCHITECTS gbh EL. +22'-0" AFF T.O. CMU AL EL. - SEE ROOF PLAN - B.O. ROOF SHEATHING Au EL. +15-4" AFF - B.O. HEADER GRID I 1 •• • • • WINDOWS PER WINDOW SCHEDULE / I • • • • 8" SMOOTH FACED CMU Apik EL. +6'-0" AFF - B.O. PROJECTED BLOCK 1 COURSE OFFSET METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT EXTERIOR 8" SPLIT FACED CMU 1 • • INTERIOR o-(_ CJa^d,.a..�opa..�..a'�oUa'.0•o..a•d'o. a• a•du. . O 09- 'PO. Ck •.• o • 9O. 0. •90 0. 00.0.- •pa. n?. WALL SECTION 1 /2" = 1'-0" out EL. +22'-0" AFF T.O. CMU EL. - SEE ROOF PLAN B.O. ROOF SHEATHING EL. +10'-0" AFF B.O. HEADER I / � STOREFRONT PER WINDOW SCHEDULE EXTERIOR e METAL FRAMING FURRING W/BATT INSULATION BY FUTURE TENANT INTERIOR n.• o0 090.0°-'9O. O0.90 0..'c,(40, O.• • • PROVIDE PERIMETER DRAINAGE PER GEOTECHNICAL REPORT, TYP. SEE ALSO CIVIL DRAWINGS WALL SECTION 1 /2" = 1'-0" FOOTING PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED JUN 1 1 2014 City of Tukwila BUILDING DIVISION igh EL. 26'-0" AFF TOP OF PARAPET RID • VERTICAL PRE FIN MTL SIDING PER ELEVATIONS 0/1" HATCH CHANNELS 0/WRB #1 0/ EXTERIOR SHEATHING - TYP op SEE ROOF PLAN A2.2 ‘11" BOTTOM OF DECKING (VARIES) WIDE FLANGE BEAM PER STRUCT. 10" PRE FIN MTL TRIM 11-1 B.O. HEADER 4" PRE FIN MTL SILL TRIM KNIFE PLATE PER STRUCT. ‘1.-/ B.O. WINDOW OPENING FUTURE TENANT SIGNAGE, N.I.C. COORDINATE BLOCKING FOR SIGNAGE J -BOX LOCATION. IL' B.O. BRACKET 11-J T.O. MEZZ. FLOOR FINISH (GYPCRETE) GALV. MTL KNIFE PLATE AND TIE ROD 10X3 HSS CANOPY FRAME 'IL' B.O. CANOPY/HEADER • PRE FIN FLAT PANEL MTL SIDING 0/WRB #1 0 EXTERIOR SH THING - TYP TPO ROOF SYSTEM 1/2" PROTECTION BOARD 0/ R-30* POLYISO RIGID INSUL. 0/ ROOF DECK'G PER STRUCT DWG. • • • .7 IN y• 1....4 de Is y ..... ii F,e CO 6X2 HSS CANOPY PURLIN KNIFE PLATES WELDED TO HEADER BOLTED TO KNIFE PLATES WELDED TO 6X2 PURLIN 10X6 HSS HEADER W/ 10" PRE FIN MTL TRIM PROVIDE WRB#2 AT KNIFE PLATE PENETRATIONS EXTERIOR ALUMINUM STOREFRONT SYSTEM PER WINDOW SCHEDULE CONC. STEM WALL EXTEND 4" ABOVE FIN FLR. PROVIDE TIGHTLINE CONNECTION 'OF 6" 0 PERFORATED FTG DRAINS TO STORM DRAIN PER CIVIL DWGS INTERIOR SIM ROOF JOISTS PER STRUCTURAL BUILT UP MTL STUD HEADER PER STRUCT. FLOOR JOISTS PER STRUCTURAL HSS HEADER PER STRUCT. T.O. CONC. SLAB FOOTING PER STRUCTURAL CWALL SECTION 1/2" = RECEIVED CITY OF TUKWILA APR 1 7 2014 PERMIT CENTER .1111011 IMMO MINIM CL PERMIT SUBMITTAL co tt 0 CITY REVISIONS 2 03/9/2011 07/19/2011 10/10/2011 CITY REVISIONS 3 04/07/2014 M COD ein CC WC ce.,D a el cc cc ra cc 3 lad co 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 ARCHITECTS If this drawing is not 24" ' 36" it is a reduced print. MONO TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10x3 PERIMETER CHANNEL 6X2 HSS CANOPY PURLINES CORRUGATED MTL ROOFING PER FINISH SCHEDULE MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING » 4,-3" 2'-10" L 7" 0 I "./- :SLOPE 1 /-SLOPE...1 /4" PER=FT--MIN! FACE OF BUILDING CANOPY PLAN DOOR OPENING BELOW 1/4"=1'-0" 3'-8" TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL 10"x3" PERIMETER CHANNEL NOTE: ALL CANOPIES AND BRACKETS TO BE GALVANIZED PRIOR TO PRIMER PAINT. ALL WELDS TO BE GROUND SMOOTH. 6X2 HSS CANOPY PURLINES TIE ROD KNIFE PLATE WELDED TO 10" CHANNEL CORRUGATED MTL ROOFING PER FINISH SCHEDULE MTL KNIFE PLATE WELDED TO 6X2 CANOPY FRAME & BOLTED TO KNIFE PLATE FROM WALL FRAMING >, 4,-3" 2'-10" SLOPE 1 /4'1 11. ER FT MIN± 7" FACE OF HSS HEADER FACE OF BUILDING SIDING _U:. Q WINDOW OPENING BELOW 1i I /2� CANOPY PLAN TOP OF PAINTED GUARDRAIL: 1-Y"x1-Y2"xY8"HSS 1-Y" 0 PAINTED HANDRAIL. ENDS OF HANDRAIL TO TURN DOWN r co 0 O J w CO w 0- 0 O O 0 0 x 1-Y" x Y" HSS PAINTED STANCHIONS 3/4" 0 PAINTED ROD WELDED TO STANCHIONS PAINTED HSS 1-Y" x 1-Y" x1/3" @ 3'-8" O.C. CENTER POST ON STAIR TREAD, TYP. )I BOLTED CONNECTION TO STRINGER PER STRUCTURAL CENTER PLATE ON STAIR LANDING CLEAR DIMENSION BETWEEN RODS TO BE LESS THAN 4", TYP. C J STAIR ELEVATION T— PAINTED PLATE 38 WITH (4) Y" DIA. THROUGH BOLTS 15 4" O.C. — . PAINTED STAIR FRAMING PER STRUCTURAL R WASHER YB"x 2" x 0'.2" TYP. STANCHION AT STAIR 3"=1'-0" STAIR FRAMING PER STRUCTURAL (PAINT) WD POSTS PER STRUCT. (PAINT) STAIR SECTION 1/4"=1'-0" 22'-3" STAIRS: 21T = 11" 23R = 6.78" 1 1/2" DIA. MTL HANDRAIL I' Jt 3'-0" REFERENCE STRUCTURAL FOR ADDITIONAL STAIR INFORMATION i 1 1/2" DIA. 42" HIGH MTL GUARDRAIL LANDING +7'-11" 3 0 A9.0 MEZZANINE LEVEL (464 SF) EL. +13'-0" 1 1/2" DIA. 42" HIGH MTL GUARDRAIL 9'-10" nR STAIR PLAN REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION TOP OF PAINTED GUARDRAIL TOP OF PAINTED HANDRAIL STAIR FRAMING PER STRUCTURAL NOSING CLOSED RISER .:$I. :e 114 L • e STAIR SECTION 1-Y2" 0 HANDRAIL AT 3' 0" 1-Y"x1-Y2"HSS PAINTED STANCHIONS BOLTED CONNECTION TO STRINGER TYP. STAIR FRAMING ‘\ PER STRUCTURAL CLOSED RISER PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. r/'��I STAIR SECTION ECEIVED JUL 21 2011 PERMIT CE TER REMARKS PERMIT SUBMITTAL DATE T 1 N a Pitt O I o-- z r Job Number: 1005 Date: JULY 19, 2011 Principal in Charge: Steve Sears Project Manager: Tom Jordan Drawn By. Tom Jordan Sheet Title: CANOPY PLANS BUILDING DETAILS Sheet Number: A9.0 ® 2010 FULLER•SEARS ARCHITECTS it is a reduced pri drawing is not 24" ELEVATION FLASHING RECESS WITHIN MTL SIDING AT MISC. PROTRUSION KNIFE PLATES & OTHER PROTRUDING EXTERIOR FRAMING PROVIDE ICE AND WATER SHIELD AROUND KNIFE PLATE PENETRATION PREFIN MTL JAMB TRIM W/ HEMMED EDGES / \ / SEALANT AS REQ'D AT ALL SEAMS TYP. CU 1/2" 2"1"f1"2" Cr) w L JA ELEVATION FLASHING DETAIL CV [V 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 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 PRE -FIN MTL SIDING PER ELEVATIONS WALL CONSTRUCTION VARIES, SEE PLAN MTL SIDING DETAIL — / 1 1/2"=V-0" EXTERIOR 1" AIR SPACE -TYP. CMU PER ELEVATIONS OFFSET ONE CMU COURSE 1/2" - SOLID GROUT BLOCK FINISH PER ELEVATIONS A /2 A 4 MTL STUD FURRING WALL W/BATT INSULATIONBY FUTURE TENANT 4 _ AA := // CMU WALL DETAIL 1 1/2"4-0" EXTERIOR PROVIDE SEALANT 0/ BACKER ROD AT EACH SIDE DO NOT OBSTRUCT STOREFRONT FRAMING'S INTEGRAL WEEPS TYP. EXTERIOR FACE OF WALL BEYOND,¢ 1" CHAMFER © CONC. CURB CONC. WALK OR PAD 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP' PROVIDE CONT SEALANT AT BLDG PERIMETER - TYP. 16 INTERIOR ° d SLOPE ° d ° 4 ° d a� --i ll PRE -FIN. DRIP FLASH W/ II HEMMED EDGE EXTERIOR 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. • 404, FLASHING DETAIL 1 1/2"4-0" EXTERIOR B SECTION INTERIOR CONC. PANEL PER STRUCT. 1" CHAMFER TYP. 4 . 4 4 1" AIR SPACE -TYP. MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT EXTERIOR GRID INTERIOR CONC, PANEL PER STRUCT. 1" CHAMFER TYP. V h — —21 BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS (3) BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS H.M. DOOR ASSEMBLY 7 HEADER DETAIL 1 1/2"4-0" 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 MIL 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" HEADER DETAIL MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT 1 1/2"4-0" EXTERIOR CONC. WALL JAMB BEYOND ALUM STOREFRONT SYSTEM SHIM AS REQ'D 1 1/2" BACKER ROD & SEALANT SEALANT COLOR TO MATCH STOREFRONT - SLOPE SILL CONC. PANEL PER STRUCT. } EXT WALL LIGHT MTL STUD FRAMING PER STRUCT. CAULKING AND BACKER ROD EXTERIOR & INTERIOR - TYP. INTERIOR WALL BEYOND ALUM STOREFRONT FIN. FLR 8" 00 °0°OO/ o°Ope 0° O 0 0 O°O°O 9„cO 00 STEM WALL DETAIL 1 1/2"4-0" 12 5/8" GWB - FINISH PER T.I. PLAN DETAIL 1"=1'-0" EXTERIOR PREFINISH MTL. SIDING IN/ NEOPRENE CLOSURE PREFINISH MTL. BASE TRIM W/ HEMMED DRIP EDGE & CLIP 0/ BLDG. WRAP 0/SELF ADHERED MEMBRANE PRESS. TREAT. BLOCK'G. SEALANT & ROD CONC. CURB IN/ 1" CHAMFER TYP. INTERIOR N,„ 1/2" PREMOULDED EXPAN JT W/ REMOVEABLE CAP "ZIP STRIP" PROVIDE CONT SEALANT AT BLDG PERIMETER - TYP. SLOPE 4 ° d ` FIN. FLR Q ---CX�°°00`0 0 0000000 o^O 0 0 00. 00 I, 8 STEM WALL DETAIL l 17� 1 1/2"=1,-0" INTERIOR MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT CMU PER PLAN PVC WATER STOP OF NARROW FLANGE TYPE APPLY SAND TO WET SEALANT TO MATCH ADJ. MORTAR JT COLOR AND APPEARANCE. SEALANT W/ BACKER ROD TYP. SEALANT COLOR TO MATCH ADJ. CMU MORTAR CCLOR U.N.O. CONTROL JOINT DETAIL 3"=1'-0" EXTERIOR GRID 5 1/2" ALL DOOR THRESHOLD EDGES S ALL BE BEVELED AT 1 VERT. : 2 HO IZ. WITH A MAXIMUM EDGE HEIGHT F 1/2". NO THRESHOLD SHALL H VE A TRANSITION GREATER THAN 1/2". ALUMINUM THRESHOLD SET IN SEALANT CONC. WALK OR PAD SLOPE 1/2" PRE -MOULDED EXPAN JT MATERIAL, TYP AT BLDG PERIMETER. a THRESHOLD DETAIL 1 1/2W-0" INTERIOR BOTTOM OF DOOR LINE OF FINISH MAINTAIN 1/2" MAX TRANSITION EXTERIOR CMU PER ELEVATIONS BACKER ROD AND SEALANT TO MATCH STOREFRONT, TYP. ALUM. STOREFRONT PER ELEVATIONS GRID INTERIOR .d A ' / 4 HEADER DETAIL 1 1/2"=V-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. 3 1/2" / / MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT CMU SILL BLOCK, SLOPE TOP CMU PER ELEVATIONS (9 SILL DETAIL INTERIOR WINDOW SILL PAN MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT 1 1/2"4-0" EXTERIOR WALL WRAP (WRB #1) 0/PLYWOOD SHEATH'G 0/MTL STUDS VERT. MTL SIDING 0/ 1" HAT CHANNELS LAP TOP EDGE OF MTL FLASHING W/WRB #2 STEEL KNIFE PLATE WELDED TO HEADER & BOLTED TO KNIFE PLATE WELDED TO CANOPY FRAME HSS CANOPY FRAME 14 cn w UJo� o� D w PRE FIN BENT MTL TRIM W/DRIP EDGE * PRE FIN MTL CLOSURE J(2 ,TJt� HEARDER / TRIM DETAIL NOT USED 1 1/2"=V-0" 15 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 EXTERIOR PI 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 PRE -FIN MTL CLOSURE TYP. pi EL (SEE WALL SECTIONS) 111-1 T.O. STOREFRONT SEALANT 0/BACKER RODS SHIM WINDOW AS REQ'D TYP. 2 X C-5) cV HEADER DETAIL INTERIOR 1 1 /2"=1'-0" EXTERIOR JAMB BEYOND GRID 1/4" GAP W/ BACKER ROD AND SEALANT TYP. MAINTAIN FREE AND CLR OF INTERGAL STOREFRONT WEEPS WINDOW SILL PAN & PRE -FIN MTL WINDOW SILL FLASH'G W/ HEMMED EDGES TYP. PROVIDE CONT. SUPPORT SHIMS AS REQ'D CONT GALV MTL CLEAT SECURED AT 24" TYP. NEOPRENE CLOSURES PER SIDING MANF. RECOMMENDATIONS PRE -FIN MTL SIDING PER ELEVATIONS 0/ BUILDING PAPER 0/ EXT. SHEATHING Cu)) 2" 7 SILL DETAIL INTERIOR 1 1/2"4-0" 1 1 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 MTL STUD FURRING WALL W/BATT INSULATION BY FUTURE TENANT 2� REVIEWED FOR CODE COMPLIANCE APPROVED JUN 11 2014 City of Tukwila BUILDING DIVISION INTERIOR T—TC—J1 —icei 1( )( )( 1( 1( 11 )( )( 1( )( H 1( )( )( 11 EXTERIOR BACKER ROD AND SEALANT 2" PRE -FIN MTL "J" TRIM PRE -FIN MTL SIDING PER ELEVATIONS LAP WRB #2 OVER MTL TRIM LAP WALL WRAP OVER WRB #2 BUILDING WRAP 0/PLYWOOD SHEATHING 0/ MTL STUDS PLAN DETAIL INTERIOR ECEIVED CITY OF TUKWILA APR 1 7 2014 CC LLJ PERMIT SUB co CITY REVISIONS 2 LLJ 03/9/2011 07/19/2011 10/10/2011 ICC 0 04/07/2014 imms CO CA Chi 65A 40 am CM CA CC M Erbl Mr ism Vim Job Number: 1005 MARCH 9, 2011 PHncipal h Charge: Steve Sears Pro ject Manager Tom Jordan Drawn By. Tom Jordan Sheet Title: BUILDING DETAILS FlifiLE0R7SEARS ARCHITECTS 1 General Structural Notes I (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) WITH VWASHINGTON STATE ADMINISTRATIVE CODE AMENDMENTS, 2001 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGORY IBC TABLE 1604.5 II ROOF SNOW LOAD 25 PSF (IS = 1.0) FLOOR LIVE LOAD (OFFICES) 50 PSF FLOOR LIVE LOAD (CORRIDORS/LOBBIES) 100 PSF (80 PSF FOR CORRIDORS ABOVE FIRST FLOOR AT SCHOOLS, LIBRARIES, OFFICES, AND HOSPITALS) FLOOR LIVE LOAD (STORAGE WAREHOUSES) 125 PSF. STAIR LIVE LOAD 100 PSF PARTITION LIVE LOADING (OFFICES) 15 PSF (10 P5F SEISMIC) CANOPIES SAME A5 ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS SEE DRAWINGS FOR MAXIMUM ALLOWABLE WEIGHTS EARTHQUAKE SEISMIC DESIGN CATEGORY D 55 = 1.44, Si = 0.41, SD5 = 0.81, INTERMEDIATE PRECAST SHEAR WALLS 15. TILT -UP CONCRETE PANELS AND CONNECTION TO THE BASIC STRUCTURE SHALL BE PROVIDED AS SHOWN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, AND SIMILAR ELEMENTS REQUIRED FOR HANDLING AND ERECTION. SHOP DRAWINGS SHOWING ALL REINFORCING CONNECTIONS, BLOCKOUTS OF ALL HOLES, AND ALL FINISH DETAILS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED PER CHAPTER 11 OF THE IBC DURING THE PLACEMENT OF CONCRETE AND REINFORCING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER SHALL BE PROVIDED WITH (5) COATS ASPHALTIC PAINT OR A 5" MINIMUM CONCRETE COVER. SHOP DRILL 1/4"0 AIR RELEASE HOLES IN EMBEDMENTS AT 6"oc A5 REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SANDBLAST. PROMPTLY PAINT WITH (2) COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. STATEMENT OF SPECIAL INSPECTIONS (STRUCTURAL): SDI = 0.11 14. STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY D): NOT USED NOT USED - ter, .►c.p - L..), iE - i .v SPECIAL REINFORCED MASONRY SHEAR WALLS R = 5, no = 2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES R = 6, 110 = 2.0, IE = 1.0 PLYWOOD C1ICATI IIS SI ICARNALLS - V. J, .► LQ - 4. S, iE - 1 . SEISMIC RESPONSE COEFFICIENT: C5= 0.115, DESIGN BASE SHEAR: V = 51 kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE ANALYSIS NOT USED NOT USED NOT USED NOT USED WIND 85 MPH, EXPOSURE "B", I yy = 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 WALL CORNERS OR ROOF EDGES (EXCLUDING. CORNER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 1-05 CHAPTER 6. SEE DRAWINGS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 1. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 8. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 1. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND I5 RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE. SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 1-05. SEE GENERAL STRUCTURAL NOTE 14 FOR ADDITIONAL INFORMATION. 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, OPEN NEB STEEL JOISTS, METAL DECKING, COLD -FORMED METAL FRAMING, AND ENGINEERED WOOD I -JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAAWINGS. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR I5 TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DCIERRED SUBMITTALS, SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGIS1E*V STRUCTURAL ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: PREFABRICATED METAL STAIR SYSTEMS PRECAST STAIR TREADS OPEN NEB STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 31) 1 DEFINITIONS: THE SEISMIC FORCE RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF INTERMEDIATE PRECAST FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS AS SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS t -Q ADDITIONAL INFORMATION DEFINING MEMBER LOCATIONS. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila SHll/DING DIVISION SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE WITH CHAPTER 11 OF THE IBC WITH REPORTS PER IBC SECTION 1104.1.2 SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION 1'RCQUENCY IBC REFERENCE STRUCTURAL STEEL FABRICATION FABRICATION PROCEDURES ERECTION SHOP AND FIELD WELDING (INCL. METAL DECKING) HIGH-STRENGTH BOLTING COLD -FORMED STFFI FRAMING FIELD WELDING FASTENERS, BOLTS, STRAPS, HOLDONNS, ETC. AND ERECTION* PERIODIC PERIODIC CONTINUOUS (PERIODIC FOR ITEMS EXCL-ei LU PER IBC 1104.3 ITEM 2) PERIODIC (CONTINUOUS WHERE REQUIRED PER IBC 1104.3.3.3) PERIODIC PERIODIC FOR CONNECTIONS OF ALL hEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, 4 HOLDONNS CONCRETE (SEE GENERAL STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS REINFORCING WELDING PERIODIC (CONTINUOUS FOR 5HEAR WALL, MOMENT FRAME, OR OTHER SHEAR REINFORCING) ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT*** CONTINUOUS CURING 4 FORMWORK PROCEDURES PERIODIC PRECAST CONCRETE ERECTION PERIODIC MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL 1 SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING AND WELDING OF REINFORCING BARS) WOOD FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. EXPANSION BOLTS 4 INSERTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, 4 HOLDOWNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 4 TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISC 341-05 APPENDIX Q 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 ANS D1.3 1101.4"""" 41106.3 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 5,11412 TABLE 1104.4 ITEM 10 TABLE 1104.5.1 ITEM 1 THRU 8 1101.3 4 1106.2"""* (SEE 1104.6.1 FOR ADDL. REQUIREMENTS AT HIGH LOAD DIAPHRAGMS) PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED ICC -ES REPORTS PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS TABLE 1104.4 ITEM 4 CONTINUOUS 1104.1 * STRUCTURAL STFFI 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. *** IREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-08 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. "**„ THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD OR METAL FRAMING ON THIS PROJECT. ARCH, MECH, 4 ELEC ITEMS SUSPENDED CEILINGS PARTITION WALLS STEEL STORAGE RACKS GLAZING SYSTEMS SEISMIC DESIGN REQUIREMENTS (ASCE 1-05 CHAPiEX 13) PERIODIC SPECIAL INSPECTION AS SPECIFIED PER IBC CHAPTER 11 LIFE SAFETY COMPONENTS INCLUDING FIRE PUMPS, EMERGENCY GENERATORS, SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) ASCE 1-05 SECTION 13.5.6 ASCE 1-05 SECTION 13.5.8 ASCE 1-05 SECTION 15.5.3 ASCE 1-05 SECTION 13.5.1 ASCE 1-05 SECTION 13.6 AND IBC 1108.4 INSTALLATION AND ANCHORAGE OF SPRINKLER SYSTEMS, FIRE PUMPS, EMERGENCY GENERATORS, COMPONENTS WITH HAZARDOUS, COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) ALL OTHER MECHANICAL AND ELECTRICAL COMPONENTS ASCE 1-05 SECTION 13.6 AND IBC 1108.4 INSPECTIONS PER IBC SECTION 110 AND ASCE 1 13.5.6.2.2 A5 REQUIRED REQUIRED DURING ERECTION AND FASTENING FOR WALLS > 15 PSF (IBC 1101.6) REQUIRED FOR ANCHORAGE OF RACKS > 8 1LL1 IN HEIGHT (IBC 1101.5) NOT REQUIRED REQUIRED FOR VERIFICATION OF CERTIFICATE OF COMPLIANCE LABEL ON COMPONENT (IBC 1101.8) REQUIRED (IBC 1101.1 4 1101.8) ASCE 1-05 SECTION 13.6 NOT REQUIRED STRUCTURAL OBSERVATION PER IBC SECTION 1110 I5 NOT REQUIRED FOR THIS STRUCTURE. CONTRACTOR STATEMENT OF RESPONSIBILITY: CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN ACCORDANCE WITH IBC SECTION 1101 TO THE BUILDING OFFICIAL AND OWNER PRIOR TO CONSTRUCTION ACKNOWLEDGING THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. GEOTECHNIGAL: 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR A5 DIRECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 181" BELOW LOWEST ADJACENT FINISHED GRADE. THE OWNER APPOINTED GEOTECHNICAL ENGINIIR SHALL APPROVE FOOTING EXCAVATION/PREPARATION PRIOR TO PLACEMENT OF ALL FOOTINGS. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE CIVIL DRAWINGS AND SPECIFICATIONS. ALLOWABLE SOIL PRESSURE 2,500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PCF SOIL PROFILE TYPE SITE CLASS E GEOTECHNICAL REPORT RErERENCE: REPORT BY GEOTECH CONSULTANTS INC., SOILS REPORT JN10208 DATED SEPTEMBER 1, 2010. ALLOWANCES: 16. MISCELLANEOUS OPENING ALLOWANCE: THE CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECK PER THE DRAWINGS. ALL OPENINGS ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL REVIEW THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS AND SUPPLY OPENING SIZE, LOCATION, AND CONFIGURATION TO THE STEEL FABRICATOR PRIOR TO SHOP DRAWING SUBMITTAL. OPENINGS SHALL OCCUR WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR OR ROOF. A5 AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL AS REQUIRED AN ADDITIONAL 150 LINEAR ERCT OF ANGLE 5xSx1/4 AND 15 LINEAR rEET OF ANGLE 4x3x1/4 FOR FRAMING OF ROOF DECK OPENINGS THAT ARE NOT SHOWN ON THE STRUCTURAL, ARCHITECTURAL, ELECTRICAL, OR MECHANICAL DRAWINGS. INSTALL PER 3/55.1 . SHEET INDEX: 51.1 GENERAL STRUCTURAL NOTES 51.2 GENERAL STRUCTURAL NOTES 51.3 GENERAL STRUCTURAL NOTES 52.1 BUILDING E FOUNDATION PLAN 52.2 BUILDING E ROOF FRAMING PLAN VIEWED ' rim nets cd fur general OM tot L kt theZprirelection: .Striodurol Provisions e4I 14- E3 fletistructurd Provklusto at *1 ,Others Ttio frcMt` omadkrattagetaitb elf Mwnting outtterity. . Mkt oroloev boot Leat,* do 1yifa asentithie.rvr . b kar,fediction ed et. daft V/, 53.1 TYPICAL CONCRETE DETAILS 53.2 CONCRETE DETAILS 53.3 CONCRETE DETAILS 54.1 TYPICAL MASONRY DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.2 TYPICAL STEEL DETAILS 55.3 STEEL DETAILS 55.4 STEEL DETAILS 55.1 CANOPY PLAN 4 DETAILS 56.1 SHEAR WALL SCHEDULE 4 DETAILS 56.2 STAIR PLANS 4 DETAILS REVIEWED FOR DE COMPLIANCE ri APPROVED APR 17 2012 CBUILDING of kwila DIVISION 51.1 TYP. NON -LOAD BEARING METAL STUD DETAILS 411111111110 a 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 WI F- 6/10/2011 1 1 1 1 1 1 Oz r N CI 'it IA (O 1411 Fecal Ava..Seits 13U Suttie,UihigtaU111 Tel -214.442.41D Fu.2114.412.44311 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 CID CEO = m Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager. TJG Drown By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .1 © 4010 FULIfR•SEARS ARCHITECT• L General Structural Notes L (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 ICG -ES REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICG -ES REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -ES ACCEPTANCE CRITERIA AC113. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: 1/2"O EXPANSION BOLTS 3-1/8" 5/8"0 EXPANSION BOLTS 5-1/8" 3/4"0 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 NO. 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 -E5 ACCEPTANCE CRITERIA AC01. 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 CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 11. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITW 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 NO. 1111. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20 EPDXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH ONE OF THE FOLLOWING: "SET -XP ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2505, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT -RE 500 -SD" A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2322, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA AC308. PERIODIC SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN-PLACE ANCHOR. BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE: 1/2"0 ROD OR #3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/4"4) ROD OR #5 BAR 1" 1"0 ROD OR #6 BAR 111 1-1/4"4) 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 NO. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA (AC58 FOR NEW MASONRY APPLICATIONS, AC60 FOR UNREINFORCED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN BRICK MASONRY 4 HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING OR ROTO -HAMMER UNLESS NOTED OTHERWISE. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED MASONRY WALLS: 1/2"P ROD OR #3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/44) ROD OR *5 BAR 1" 22. CONCRETE SCREW ANCHORS SHALL BE "TITEN HD" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 2113 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMII►ED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -ES ACCEPTANCE CRITERIA AC113. SPECIAL INSPECTION IS REQUIRED FOR ALL CONCRETE SCREW ANCHOR INSTALLATION. CONCRETE SCREW ANCHORS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS OR EXPANSION BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF SCREW ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. CONCRETE: 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1105 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH EXPOSURE CLASSES (f'c) (ACI 318-08 TABLE 4.2.1) A. CONCRETE EXPOSED TO WEATHER 4,500 PSI MIN. B. CONCRETE EXPOSED TO EARTH 4,000 PSI MIN. (FOUNDATIONS, BASEMENT WALLS, ETC.) (F1, 50, P0, C1) (F0, SO, P0, 01) C. ALL OTHER CONCRETE 4,000 PSI MIN.* (FO, 50, P0, CO) (UNLESS LISTED BELOW) REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION * WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL NOT EXCEED 0.50 UNLESS OTHERWISE NOTED. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED A3OVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-05, CHAPTER 5. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 24. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy = 60,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCEMENT GOMPLYINS WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4-18 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS, PILES, DUCTILE FRAME MEMBERS, AND IN NALL BOUNDARY MEMBERS SHALL COMPLY WITH ASTM A106. ASTM AG15 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH I5 NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 25. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-11 AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 20/53.1 . PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8 AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. 26. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (I.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER). . 2" (#5 BARS OR SMALLER). . 1 1/2" SLAB -ON -GRADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW) 1 1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1/8") or . . 3/4" 21. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT IN ACCORDANCE WITH THE SPECIFICATIONS SHALL BE USED WHERE NOTED ON THE DRAWINGS OR SPECIFICATIONS. ADD FIBERS TO THE CONGREIL MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. 28. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 21. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEW CONCRETE I5 PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. 3O. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (6,000 PSI MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM G10, LAID IN A RUNNING BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1100 PSI. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TMSb02-08/ACI530.1-08/ASCE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 25 DAYS, DESIGN F'm = 1500 PSI AT 28 DAYS. STRENGTH SHALL BE VERIFIED BY PRISM TESTING OR SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SECTION 2105 PRIOR TO CONSTRUCTION PLUS ADDITIONAL TESTING FOR EACH 5000 SQUARE FEET OF WALL DURING CONSTRUCTION. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS (SOLIDLY GROUTED) *5 ® 32"oc. VERT. (2)#5 ® Woo. HORIZ. (SEE 16/54.1 ) 10" WALLS (SOLIDLY GROUTED) #5 1b"oc. VERT. EA. FACE (2)#5 ® 45"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 REINFORCING DEVELOPMENT AND LAP SPLICE SCHEDULE. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR POURS GREATER THAN 5.33 FEET IN HEIGHT (MAXIMUM SPACING OF CLEANOUTS SHALL BE 32"oc FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE NITH ACI 530.1 -OS TABLE 1. MAXIMUM HEIGHT OF GROUT LIFTS I5 5.33 rtET. STEEL: 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS -ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARC- 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 T1 -E FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWINGS. IN RTERENCE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -ON FIREPROOFING SHALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. IN REFERENCE TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN RLTCRENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 21 CFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 15, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING AS REQUIRED PER SECTION 1126.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. B. G. D. E. F. 6. H. WIDE FLANGE AND WT SHAPES PLATES, ANGLES, CHANNELS, AND RODS PLATES (NOTED GRADE 50 ON DRAWINGS) PIPE MEMBERS STRUCTURAL TUBING (HSS - SQUARE OR RECTANGULAR) ANCHOR BOLTS OR ANCHOR RODS CONNECTION BOLTS THREADED RODS FOR EPDXY GROUTED CONNECTIONS SPECIAL SHAPES (NOTED GRADE 36 ON DRAWINGS) ASTM SPECIFICATION A112 50 KSI A36 36 KSI A512 50 KSI A53 (TYPE E OR S, GRADE B) 35 KSI A500 (GRADE B) 46 KSI F1554 (GRADE 36) 36 KSI A325 -N A36 OR A301(GRADE C) 36 K5I A36 36 KSI 34. STRUCTURAL STEEL, INCLUDING PLATES, ANGLES, CHANNELS, AND RODS, SHALL CONFORM TO ASTM A36, Fy = 36 KSI. WIDE FLANGE AND AT 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, GRADE B, Fy = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A301. 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING PROCESS. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S. C. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. ANY STEEL THAT I5 TO BE EXPOSED TO VIEW UPON COMPLETION OF THE PROJECT SHALL BE CONSIDERED ARC-1ITECTURALLY EXPOSED. SEE SPECIFICATIONS FOR SPECIFIC FABRICATION AND ERECTION REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL 31. BOLTS IN CONNECTIONS NOT SPECIFIED AS SLIP -CRITICAL NEED ONLY BE TIGHTENED TO THE SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION I5 DEFINED A5 THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. ALL SLIP -CRITICAL CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDICATING TYPES (SUCH A5 BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC.), AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR CLASS A FAYIN6 SURFACES. 35. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE A5 FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS: ANCHOR TYPE CAST -IN-PLACE ANCHOR BOLTS EXPANSION BOLTS EPDXY GROUTED BOLTS MAXIMUM HOLE DIA. OVER NOMINAL BOLT DIA. OTHER THAN COL. BASE PLATES COL. BASE PLATES 1/16" * TABLE 14-2 OF AISC STEEL CONSTR. MANUAL, 13TH ED. 1/161" * 5/16" 1/8" * 5/16" * USE OF LARGER HOLES WOULD REQUIRE THE USE OF WELDED PLATE WASHERS AND WOULD REQUIRE PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. HARDENED OR COMMON PLATE WASHERS ARE REQUIRED BELOW ALL NUTS WHERE OVERSIZED HOLES ARE USED AND SHALL BE SIZED TO COVER ENTIRE HOLE. MINIMUM WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE 14-2 OF THE AISG STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION i I Lig 11[Jj REID MIDDLETON, INC. E w I PERMIT SUBMITTAL I I I I I DATE r r O N 0 co III I oz r N c It to t0 1411 heti An.. Slits 13114 Suttl.,Wukigtafllil id.268.U2.4171 Fu.2U.412.4 1 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 90101 F: 206/343.5691 M CO Mmin - - Job Number: S101203-02 Date: JUNE 10, 2011 Principal in Charge: Project Manager: Drawn By. JEC TJG MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1 .2 C RIM= ARCHITECTS General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) 35. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, AND IBC SECTION 2206. SEE PLANS AND DETAILS FOR LOADING REQUIREMENTS. IN ADDITION, ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT A SINGLE BOO LB. DOWNWARD POINT LOAD FROM ANY TOP OR BOTTOM CHORD PANEL POINT TO ACCOUNT FOR MISC. ARCH. AND MECH. ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS OTHERWISE NOTED. JOIST MANUFACTURER SHALL CHECK ROOF JOISTS AND JOIST GIRDERS AND PROVIDE UPLIFT BRIDGING A5 REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE PLAN NOTES FOR UPLIFT FORCES) CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK OR OTHER MISCELLANEOUS ITEMS. SIZE JOISTS AND JOIST GIRDERS TO MEET THE DEFLECTION REQUIREMENTS PER THE SPECIFICATIONS AND CAMBER IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A301 BOLTS FOR K -SERIES JOISTS AND (2) 3/4" DIAMETER A301 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-01" IN LENGTH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST 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 ENGINBER, STATE OF WASHINGTON (REGISTERED STRUCTURAL ENGINEER, STATE OF WASHINGTON, IF REQUIRED BY BUILDING OFFICIAL). 40. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W. A. B.O. CERTIFIED WELDERS USING E1OXX ELECTRODES. ONLY PREQUALIFIED WELDS (A5 DEFINED BY A.W.S.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 41" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. THE WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AIDE THE CONTRACTOR IN THE DETERMINATION OF FIELD VERSUS SHOP WELDING. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT. -LBS. AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 41. METAL FLOOR AND ROOF DECKING: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 42. COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE DRAWINGS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SCAFCO CORPORATION, SPOKANE, WA. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO ICC -E5 REPORT NO. 4543. 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 COLD -FORMED STEEL STRUCTURAL MEMBERS." SEE <MTL-02T> FOR METAL FRAMING NOTES. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (CPL'5) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 GR. 1010 THROUGH 1020 (TYPE 2, Fu = 60 K5I MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.W.S CHAPTER 1. UNLESS OTHERWISE NOTED, STUDS SHALL BE WELDED BY THE AUTOMATIC MACHINE WELDING PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE S3L SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A-456. AT NON-BRACED/MOMENT FRAME AND NON -STRUT CONNECTIONS, A106 GRADE 60 REINFORCING BARS OF AN EQUAL DIAMETER AND LENGTH OF THE SPECIFIED D2L's MAY BE USED PROVIDED THEY ARE WELDED TO THE SUPPORTING STEEL IN ACCORDANCE WITH THE TABLE BELOW: BAR SIZE #4 #5 #6 ALL-AROUND FILLET WELD SIZE 5/16" 3/8" 1/16" WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MC -15, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) (3x AND 4x MEMBERS) BEAMS AND STRINGERS: (INCLUDING 6x AND LARGER MEMBERS) POSTS: (4x MEMBERS) (bx 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = 500 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1000 PSI, Fv = 180 PSI E = 1100 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 110 PSI, E = 1600 K5I HEM -FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1350 PSI, E = 1500 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN DOUGLAS FIR NO. 3 OR MINIMUM BASIC DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI STUD GRADE STRESS, Fb = 525 PSI, E = 1400 KSI Fc = 115 PSI, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 4 TENSION STRESS CRITERIA. 46. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS IS BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICC -ES REPORT NO. ESR -1153. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICC -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 ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 23 PSF THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE 'MIT' SERIES, UNLESS OTHERWISE NOTED. 41. ROOF, FLOOR 4 WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE I PLYWOOD OR ORIENTED STRAND BOARD (05B) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOG P5 1-01, PS 2-04, OR APA PRP -108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AF6-01. 48. ALL PRESSURE -TREATED (P.T.) MOOD MEMBERS SPECIFIED ON T1 -E DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (5BX) WITHOUT N05102. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (AGQ-C FOR DOUGLAS -FIR, OR ACQ-D FOR HE:M-FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SEE GENERAL STRUCTURAL NOTES 41 AND 51 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 45 TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-2005. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. 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 ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TNO 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 WOOD MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) A5 MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (5BX) WITHOUT Nd5 02 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM Bb15, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS. 50. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBC. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.5.1 OR CURRENT ICG -E:5 REPORT NER-212. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 ND5 SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 ND5 SECTION 11.1.2. B. NALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH lbd NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2308.6 (EMBED 1"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.225" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF$PA SDPWS-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16d ® 12"oc STAGGERED. C. FLOOR AND ROOF FRAMING: INSTALL DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO lbd 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"o0 STAGGERED. D. ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED A5 SHOWN ON THE DRAWINGS. INSTALL APPROVED PANEL EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND - GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH lbd @ 12"oc. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. IN ACCORDANCE WITH IBC SECTION 1604.8.3, DECKS SHALL BE POSITIVELY ANCHORED TO THE STRUCTURE BY MEANS OTHER THAN NAILS SUBJECT TO WITHDRAWAL. ANCHOR WITH MINIMUM (1) C516 STRAP AT EACH END ATTACHED TO DECK JOISTS AND TO A SOLID BLOCKING MEMBER WITHIN THE BUILDING. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS 8d 0.131" x 2 1/4" 10d 0.148" x 2 1/2" FRAMING NAILS 10d 0.14811 x 3" lbd 0.148" x 3 1/4" 51. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT N0SI02, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION REID MIDDLETON, INC. i3 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 r r 0 N O (=)(0 I oil! I C5 z r N M 41' N To 1.0 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 OS CO 2C CC CC '3 Col Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: Project Manager: Drawn By. JEC TJG MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1.3 FULLER•S© 4010 EARS ARCHITECTS C I 0 I 2' 0" 31-0" I, 13'-0" 66'-5" 211-3" M J. 20/54.1 q+a A 20/54.1 L4(-94 f4! T 5/53.3 H55 4x4x%4 r D 51-0" �+a ��+ H55 4x4x%4 40 DIAGONAL BRACE L J DIAGONAL 12/53.3 BRACE 20/54.1 0 SLAB -ON -GRADE PER PLAN NOTE I $ 2 REFERENCE EL.=0'-0" DATUM EL.=25.10' in L J SIM. +a 40(') 20/S4.1 M in 4 9- N 111-0" r7////,I STAIR FRAMING PER u - t+a SEE PARTIAL. PLAN THIS SHEET FOR MEZZANINE FRAMING 15/53.2 PARTIAL PLAN OF 20/56.2 15/53.2 O 14/532 H55 DIAGONAL BRACE I -- FROM BELOW 4/56.1 t., 6/S6.1 AT WALL Q/56.1 AT BEAM 4440 I X 11/56.1 MINIM ir 4r 12/553 SIM. WI6x26 [121-5"] WI6x26 [12'-5" 1 STRUT im= -- PERMIT SUBMITTAL I -=ilk 16W360 16"oc " I TJI © I O 1rN0Th5 in I I i Ib 13/56.2 N II � I 51M. ID ID mom L I IT DOUBLJOIST STRUT ���I, 1,1I6x26 [I2'-8"] 5/56.1 STAIR STRINGERS PER 3/56.2 4/56.1 SIM i J JOIST BLOCKING (2)0516 STRAPS - TOP # BOT. OF JOIST BLOCKING CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. L5L 31/2x16 W/ MIT HANGERS AT SOUTH END L5L 31/2x16 W/ HUC4I2 IG1/55.1 MEZZANINE FRAMING HANGERS EA. END 1/8" =1'-0" I I I PLAN OTS: I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH #4 © I6"oc EA. WAY, U.O.N. PROVIDE VAPOR BARRIER PER SPECIFICATIONS BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING GRANULAR FILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAWINGS 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. LEGEND: x' -x" l -x11 high low M.J. TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION 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 3. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION -I'-6", U.D.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. 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH IS/S3.I . 5. THE FLOOR SYSTEM CONSISTS OF 3/4" GYPCRETE TOPPING OVER 3/4" T4G SHEATHING (PANEL SPAN RATING 45/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW W/ IOd © 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ IOd ® 12"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-OI. SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. MASONRY SHEAR WALL THIS LEVEL WX CMU WALL PER 16/54.1 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 BUILDNG of Tukwila DIVISION [-E, REID MIDDLETON, INC. p�Q FOUNATION/FLOOFRAMING PLAN IMMO 5 8 REMARKS PERMIT SUBMITTAL I DATE 6/10/2011 I III 1 Ib r N CO e1' ID ID COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P 206/343-0460 SEATTLE, WA 90101 F: 206/343-5691 lass I CO W co Cal CC ▪ y cm Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: JEC Project Manager: TJG Drawn By. MRM Sheet Title: BUILDING E FOUNDATION PLAN Sheet Number: S2.1 © 2010 FULLER•SEARS ARCHITECTS a I a 1 bb' -5" 21'-3" 21'-q" SKYLIGHT PER ARCH'L, TYP. SEE DETAIL 2/55.1 FOR SUPPORT FRAMING REINF. DECK OPENINGS PER. 3/55.1 T.O. STEEL ////////////////////////////////,C' //////, EL.:IB'-b" OCA H55 4x4x1/4 DIAGONAL. BRACE PER 1/55. NOTE I EXCEPT 18 Gil. DECK THIS AREA 5/55.4 ///4/////////////(///////////////7/j/./ /7 // /// /i // / / 553 SIM. V 404. 3/55.3 16G3N5.0K STRUT IbG3N5.OK 20/55.4 15/55.4 I- WI4X22 [I8'-05/81 STRUT 0 -0 NOTE ---11855.4 HSS 4x4x546 DIAGONAL BRACE H55 4x4A6 STRUT WI4x22 5/55.4 20/55.1 'TYP. 12/553 T.O. STEEL WIOx12 13/55.4 EL.:111-10" [22'-b"] SIM. 12/55.4 [HI 20/55.2 EL] 1 PLAN NOTES: 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 AS MECHANICAL EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS A5 REQUIRED. 3. LEDGER ANGLES OR EMBEDDED PLATES ARE REQUIRED AT ALL INTERSECTIONS OF METAL DECKING AND CONCRETE OR MASONRY WALLS. SEE 10/55.1 , 20/55.1 4 18/55.1 . 4. SEE METAL DECKING NOTES FOR SPECIAL CONNECTION REQUIREMENTS AT STRUTS. 5. STEEL JOISTS SHALL BE SPACED EQUALLY A5 SHOWN, U.O.N. b. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR THE UNIFORM LINE LOADS INDICATED ON PLAN (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS. IN ADDITION, DESIGN FOR SUPERIMPOSED CONCENTRATED LOADS INDICATED ON THE DRAWINGS AND AND NET WIND UPLIFT FORCE OF 1 PSF. FOR JOIST DENOTED 'STRUT' DESIGN TOP CHORD TO RESIST FACTORED EARTHQUAKES LOAD SHOWN. SEE DETAIL 2/55.4 FOR FILLER 4 REQUIRED AT JOIST DENOTED STRUT 1. DESIGN BUILD MECHANICAL UNIT MAX. WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x5/8 CONNECT 4 TO ROOF FRAMING 4 EA. OTHER PER 3/55.1 . SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND: [x' -x"] TOP OF STEEL BEAM ELEVATION STEP IN ROOF DECK HIGH LOAD CONNECTION PER 10/55.2 T.O. Sm. TOP OF STEEL EQUALS BOTTOM OF METAL DECK 4 4 4x4x% L -x MASONRY LINTEL PER q/54.1 SEISMIC FORCE RESISTING SYSTEM LEGEND. SEE GENERAL STRUCTURAL NOTE 14. MASONRY SHEAR WALL THIS LEVEL STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORCE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City f Tukwila BUILDING DIVISION REID MIDDLETONN, INC, )W24L4 ROOF FRAMING PLAN 1/8" =1'-0" MINIM A 2 REMARKS PERMIT SUBMITTAL 11111 DATE T" 1 Al 0 r 0 I I I I I (25 r N CO d' IA 0 1411 huts be..Smite 1311 Suttle.siigteefilil TeI.2U.02.4174 Fu.214.412.44O 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 a CA ese 1 Can 14°6'1 = CA CD 1231 Job Number. S101203-02 Date: JUNE 10, 2011 Principal In Charge: Project Manager. Drawn By. JEC TJG MRM Sheet Title: BUILDING E ROOF FRAMING P LAN Sheet Number. S2.2 © 2010 FULIER•SEARS ARCHITECTS REMARKS I 24 #4 I I I 1 1 SLAB 4 REINF. SLAB $ REINF. PER PLAN PER PLAN 14" x 2" SAWCUT OR PRE -MOLDED g 11 11 14" x 2" SAWGUT OR PRE -MOLDED 34110 11 W I6 SMOOTH DOWEL I6 SMOOTH DOWEL 24 #4 24"oc x x CONTRACTION JOINT -FILL BAR @ 12"oc, MD. IN CONTRACTION JOINT - FILLBAR ®12"oc, GIRD. IN x-1® 5EE ARCM.. FOR W/ SEALANT (NO RADIUS _ `y c% SLAB AND BELOW JOINT - W/ SEALANT (NO RADIUS _ `y SLAB AND BELOW JOINT - x•—\ @ 18"oc O ,r < EDGES ALLOWED) LUBRICATE ONE END, TYP. EDGES ALLOWED) LUBRICATE ONE END, TYP. 1 I SLAB -ON -GRADE r LOCATIONS OF M 441!V ' I0 t0 (I)#4 EA. NOSE PER PLAN FINISHED GRADE DEPRESSED SLABS • •`� •�— • °� • .�° ."4.tv, °� ++, A, SLAB -ON -GRADE DEPTH OF DEPRESSION ..° �•�.:�;�° .-°•.•.�:•Y Ix.... • o i , ° PER PLAN P/si II _III • =11=11=IILIII ♦ _, - --_=1 1 -11E1 _ _ = - o`,,` z #4 ` ,g.° 434,g.° ‘'� ''•° °'• z 1.5 t MAX. SLAB REINFORCING SHALL SLAB REINFORCING SHALL NOT PA55 THRU JOINT NOT PASS THRU JOINT l ^ ®18"oc E.W.14;) III = L ' 4:i` ��ii,., _- k 9 •^� CRUSHED ROCK BASE PER =�' - N CRUSHED ROCK BASE PER PREPARE SUBGRADE PER SPECIFICATIONS PREPARE SUBGRADE PER C, ♦ SPECIFICATIONS (I)#4 CONT. TOP BOT. °?`•. T°AA•°°c :Ailg° SPECIFICATIONS SPECIFICATIONS �p���0� ` III=1I = __= I I Ii 111 1., 6" jr I'-0" - = CONSTRUCTION JOINT NOTE: ISE / 3004 2 MIN. 3003 3? JOINT CONSTRUCTION $ CONTRACTION JOINT 'TYPICAL ? _ CONFIGURATION OF STAIR (INCLUDING TREAD sc.CONTRACTION (2)#4 BOTTOM AND RISER DIMENSIONS) PER ARCH'L 6" MIN. 3006 1 SLAB -ON -GRADE PER PLANT" 3`` -la (2)#4 SLAB PLACEMENT SEQUENCE SCALE: 5/611=11-0" I I • 1 #3 AND Arit4 TIES CR055-TIES LEGEND: 10"oc (WHEN PIER WIDTH PIER SFGT/ON EXCEEDS 24" USE NORMAL " HORIZ. REINFORCING) " , SLAB STRIPS CAST FIRST , F k (I)#5 x 4 -0 EA. FACE 0— - - - DIAGONAL AT EACH NOTES: INFILL STRIPS �� CONT. \-- CORNER I. REINFORCING SHOWN 15 MINIMUM. SEE WALL PLANS AND WALL ELEVATIONS FOR LOCATE COLUMN ISOLATION CONTRACTION JOINT • GO RETE ADDITIONAL REQUIRED REINFORCING. JOINTS PER 13/53.1 AT CONSTRUCTION/CONTRACTION at { � I8 � �•� x - t4 � ��,��,�� � F', �; $ JOINT {'Flr1, y`t:.Fb.• 'Y." '..R�1�^' � � � � CONSTRUCTION CONTRACTION INTERSECTONS ; i, 2. PROVIDE �, FOR ANY OPENING SIX SQUARE { ^` `[i ...'.._v'N .C`}'.' ` (1)#5 EA. FACE AROUND �v � ,. � � FEET OR LARGER UNLESS OTHERWISE NOTE i �.,�, . * ,: � �; -. � � .- . _ P� - �. j " OPENINGS - EXTEND' . k ON THE ... DRAWINGS. D FOR MAX. AREA PER REVIEWED j #3 1. °` ` ' ' �� x ®12"oc ;::..,� a I— � " ms`s,, �. ♦ BARS 2'-0" BEYOND PLAN NOTES CODE COMPLIANCE I8 _ ;�,� ,, tiz OPENINGS , �� #6 ` � � , 15 EA. FACE AT 3. FOR WALLS THICKER THAN 8 USE # APPROVED '', .k . ° •:0 ��j�/�:.• 0 0.1 opo."ell.. •;:dv, t o ()#BARS IN LIEU OF 5 BARS SHOWN. APR 17 2012 • II ian t+21 - / CENTERLINE OF PIER \ (OMIT AT PIERS 12" OR LESS IN WIDTH) City of Tukwila DIVISION +.G ii irr 41. OD3=r - - /dr 3005 6 3007 BUILDING ' � a ,, �.� � rM li�4 +l�k�•kha. { , ' _ t w. � '` ,� � i tx , »., 3002 8 10 3'-0" MIN. • ( I ( I CORNER MATCH BARS TO HORIZ. REINF. CORNER CROSS (ALT. HOOKS) BARS TO MATCH WALL HORIZ. REINF. /D/ MINIMUM STRAIGHT DEVELOPMENT LENGTH d) MINIMUM EMBEDMENT LENGTHS dh) FOR STANDARD END HOOKS CONCRETE OR CMU WALL0 Of c - _ 3000 PSI fc _ 4000 to 5000 PSI A. Afor general uses: - (I)#5 DIAGONAL ADDL. AT CONCRETE • .• • BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c = 3000 P51 f'c : 4000 to 5000 P5I WALLS ONLY � • ••� • • •.• ' . • .. � • • • • STEEL COLUMN PER PLAN 11 11 # 3 22"I1II"15 # 3 6" 6" .I" DI # 4 2a" 22" 25" III # 4 811 o # 5 36" 28" 31" 24" # 5 10" 1" .._� �_ ,, _ I - I I = u = �II=11=11 I I ►►1 # 6 43" 33" 31" 21" # 6 12" 10" 1 63" 12"" • m ' NORMAL FOOTING # 55' 62" 48" # WALL OR REINFORCING 8 12 8 1611 # I 81" 62" 10" 54" # I 18" 15" �J r #10 II" 10" 11" 61" #10 20" 11" \ = = = _►1 11 ADDITIONAL VERT. BARS FOOTING• PER PLAN. = _ = ADDL. BARS TO •• BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 212". . • • . .• : • MATCH NORMAL REINFORCING l" ISOLATION JOINT AROUND COLUMN, -+-"TOP CONCRETE CAST BELOW THEM. 2. END COVER FOR 10° HOOKS MUST BE EQUAL n 2 TYPICAL TO OR GREATER THAN 2". o CONSTRUCTION/CONTROL Ix THE DIAMETER OF PLAN VEIN11-11= 3008 11 I I I E►I -11-11- I I - i I i I I .4 IF CLEAR CONCRETE COVER IS LESS THAN I I -11 NORMAL FOOTING REINFORCING LINE OF EXCAVATION 3009 PLAN VEX JOINTS PER 10/53.1 3010 THE BAR OR THE CENTER -TO -CENTER SPACING IS LESS THAN (3) BAR D I AMETERS, THEN VALUES SHALL BE INCREASED BY 50%. NOTE: USE TABLES IV 4 V BELOW ONLY WHCRC SPEC I F I GALLY I ND I GATED ON DRAW I N65 . 12 13 MINIMUM LAP SPLICE LENGTHS ( I S) (CLASS B) MINIMUM STRAIGHT DEVELOPMENT LENGTH ( I d) , .--• FOR BARS IN COMPRESSION _ , 'THIS 1 I 120 I 16 00 _ f c - 3000 P51 f c 4000 to 5000 Psi to BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS BAR SIZE f'c > 3000 P5I 4 — %...• . •:>S o • . _1 # 3 28" 22" 24" II" # 5 el" #51" 21" 33" 25" # 4 II" 4 # 5 41" 36" 41" 31" # 5 14" CONCRETE OR CMU WALL . , ") k W • . it < # 6 . 56" 43" 41" 31" # 6 17" < R o •• kr) • .:...• .( # 1 SI" 63" 11" 54" # 1 20" # r-.-\ IW)) t-' U I1 , « WN Is =,1 kn ~ # 8 13" 12" 81" 62" 8 22" # 105 81 QI 70 # q 25 • 1 11=11=11=11=11� II-II=11-11 T:=11=11= II -11= =1I=11=IIIi111 =11-11 pG v z # 10 118" Gil" 102" 11" #10 28" �� ILI L :`�' J :IQ m b )C) -"TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF RED Iii I D D L ET O N , INC. -- CONCRETE CAST BELOW THEM. _ — = _\____ IF CLEAR CONCRETE COVER 15 LESS THAN Ix THE DIAMETER OF A5 • PIPE SLEEVES 0 SPACING IS LESS THAN (3) EXCAVATION NOT 0�. O READ. - ADJACENT c inTHE BAR OR THE CENTER -TO -CENTER @�d BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 50%. L OW ALLOWED BELOW LINE MIN. PENETRATIONS SHALL BE SPACED A MIN., OF (4) DIAMETERS ON 2'-0" MIN. `11_611 I WISE APPROVED BY THE STRUCTURAL ENGINEER I , 3001 18 I 3000 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE V' r N O ,r m 1 1 I 1 I Ici r M 441!V ' I0 t0 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 Dean I add m Don y LEI co Cc =- aImp 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 ®3!010 FULLER•SEAMS ARCHIT®CT8 1 2 Iola l STEM REINFORCING FOOTING REINFORCING • H $1 is 52 tf VERT. HORIZ. TOP LONGIT. el. per arch'I o r N co le M c0 c.• 11= 11=111E1111 el. = 0'=0" SLAB :l: REINF. UP TO 5' 6111 8" 11-6" 12" #4 ® 18" #4 ® 12" #5 ®12" (405 .(4. : II 1 `� rz � PER 61/53.2 1 24 �� a� TMP#5 x 24 �® I6 oc 6' 61" 8" 1'-6" 12" #4 ® 18" #4 ® 12" #5 ®12" (4)#5 PLACE CONTROL JOINTS ® 40'-0"oca MAX. AT WALL ►Ai . PROVIDE MATERIAL FREE -DRAINING A5 SPECIFIED 1' 1'-0" 8" 2'-0" 12" #4 ® 10" #4 ® 12" #5 ® 12" (4)#5 SMOOTH DOWELS PER 4 CIVIL DRAWINGS SPECIFICATIONS TO MATCH HORIZ. • / / 8 I 11 " 12" u 11-0" 8 21-0" 12"#5 ®12 #4 ®#5 ®12 (4)#5 REINF. (GREASE ONE END) w �'P.�-.�4���, »Yew II = ' a°:ail IIIEII1= =HI a1s. iii,10.1 �IIE JII ISI ERS 611 I1-3" 8" 2'-6" 12" #5 ® 12" #4 ® 12" *5 ® 12" (5)4t5 PER STRUCTURAL GENERAL NOTES I I I I I 1I I! 10' 11_61" 8" 31-6" 14" #6 ® 12" #4 ® 12" #6 ®12" (5 06 z 11E11= CONT. 11 11x3%'1 KEYED JOINT K611 \ II' 2'-0" 8" 4'-0" 14" #6 ® 61" #4 ® 12" #6 ® 10" (1)#6 LL—� 61/53.2 REINF. PER 61/53.2 FOOTING PER 12' 21-3" 10" 4'-6" IS" #1 ® 12" #4 ® 10" #6 @ 10" (806 / $I / is B2 NOTE : MAXIMUM HORIZ. DESIGN PRESSURE = 35 PCF MINIMUM ALLOWABLE BEARING = 3000 PSF COEFFICIENT OF FRICTION = 0.35 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 300 PCF / / 3011 5 3031 3 6 %2" EXP. JOINT OR MEMBRANE PER ARCM_ POST PER ABU44 W/BOND BREAKER --,--.--,-- \ PLAN %2" EXP. • =1 -1 BOLT 24 I I� #5 I6"oc WALL $EYOND x 24 F® NP' 11 E lama ac CONT. 4x4x%4 kW REVIEWED FOR 1/2"4) SLAB -ON -GRADE Eiji W x 4" STUDS ® 16"oc CODE COMPLIANC PER PLAN = �1 D WALL PER PLAN �'- APPROVED AT 5INI. APR I 2012 CHOR BOLTS PER :t,:�.•�° .��•��°o.. • _ �^ till', v • V:AhY •fit,°�•:.11.i• NERAL STRUCTURAL -A 1 I HEM •TES (PER 20/56.1 AT ii =1 I 1 -III F 3 PANEL PER PLAN City of Tukwila �} EAR WALLS) EMBED 3" #5 ®15"oc HORIZ. . : '•. I oc .; . REINF. PER BUILDING DIVISIO IN. BELOW BOT. OF SLAB ^ . '- "A:� ;� SHEATHING PER 20/56.1 r. ELEVATION . �-��_ _- "oc M6„ AT SHEAR WALLS #5 x L ® 12 r Iii8" , It � TVP. "° 2x P.T. PLATE (3x P.T. PLATE \k..,,_(2)#4 CONT. TOP $ SOT. FOOTING PER PLAN A5 REQD. PER 20/56.1 ) ,� .�....,..y.... $ 161/53.2 L x- I' o • • • • • • ` x x x x x�_x x x x x x 11 • 1, o �l.:�.. #5 I I -' 3026 � 3029 ®1211oc EA. WAY =11E I I _ / I'-611 BOTTOM 9 ? 10 11 12 IA 6" 11 51UD5 PER 10/51.1 RECESS AT OVERHEADC G DOORS PER TRUCK BOTTOM TRACK 4„ T PER 15/511AT % 8" STUDS PER I0/51.I SIM. ARM.DRAWINGS > I SIM. —1--) �" 24OR #4 —1® 2 EXP. JOINT MEMBRANE - GRADE SLAB ON - WHERE OCCURS x 24"xBASE ft PER 15/533 , I I STEEL COLUMN BOND -BREAKER #4 CONT. TYPE II (TYPE III AT 1 PER PLAN e1.: 0'-6" cit ext. wall SLAB -ON -GRADE WALL CORNERS) I SLAB -ON -GRADE IL el. = O' -O" at Int. walls FINISHED GRADE s PER PLAN PER PLAN el. per plan M 11 . el. per plan I lip 1 i x x -_ -1 L__ � l x x x x _ 11 k x x x 1-11- 1=11E11 1L— x . I—I I I -11 I I �J I I I ate° \• \\r• • . o°i41...V.• • \° • ����\� • \� •Y. o°i.�iili. Slid+ .11�. (2)#4 .0 II z IIIA I 1 =11=11=II�III CONT. TOP = EIIIEIII= =11=11=II1El1 � a 1L II -11 = JL. Il -11 I --.-=0I el. per plan 111 II 11 #4 , ?;. el.•er•Ion #4 ®12"oc HORIZ. - el.•er•Ian ®24 oc l I _ #4 HOOKS) • •%REINF. a 8 PER i---- i [Y ®I6"oc VERT. I p -- ��(ALT. SCHEDULE 1 l 1 ALT. HOOKSI • A L_—_— ---—i 20/53.2 CONT. EQ. EQ, FOOTING PER jr FOOTING 5IZE(2)#4 / / FOR CALL -OUTS / 3014 IN COMMON SEE PER SCHEDULE 3700 / _ 3025 I� -_� 311 11 fI;-- I- 1 13 DETAIL 15/53.2/ 14 16 U.O.N. 6'11AT(51M--`--i �s �� l` 4"AT 51M. II ill 17 LJ L!: 16 SOT. RE/NF. TOP RE/NF. BOTTOM TRACK !N/DTH DEPTH PER 15/51.1 LONG. TRANSV. LONG. TRANSV. PANEL PER PLAN - ''-1' _3 ,2M I D D L E TO �N INC. REINF. PER ELEVATIONS �� , ` ----------- -- %2" 3'-0" 21" (605 #5 ® 16"oc 05 #5 ® 16"oc EXP. JOINT �� 4V OR MEMBRANE 8 EMBED 4 PER 12/53.4 BOND -BREAKER .. 8" STUDS PER 10/51.1 5'-0" 30" (605 #5 ® 10"oc )#5 ® 10"oc - LOCATE PER ELEVATIONS ` �'� SLAB -ON -GRADE ��� � 3j811x311xO1-'i" �. II G CO PACK NN. !^V � � (2)#4 CONT. TOP �. ;� � �. II � NON-METALLIC GROUT PER PLAN `-'� ___ � , : �:. ; , ., � �� I" GROUT ,��, ,� #4 �� 616.E PRIOR TO BACKFILL el. per plan. ® 16 oc VERT. s:I SLAB II r -ON -GRAD x x ^ ALT. HOOKS EMBED 4 PER 13/53 i 8 FP. Wx3 "x01_5" x LOCATE PER PER PLAN � k .4 '16._.1iii&IIIE r:� « - ELEVATIONS ten: r: EMBED t %2"x6"x1'-3" X11 -ONTINUE FOOTING _ (2) ROWS OF = i x x x, =Ii; 's 8. iAINF. PER ADJACENT• _,.,. #6 x D2 ®6"oc': ATI- #4 ®12 oc HORIZ. _. - DETAILS • .+ `'" • ° ' " el. •er • Ian • ' el. •er • la DEPTH PER REINF. PER 13/53.2II I� II = •1 r 11 14 Is I w EMBED /2 xb xl 0 `. _ JLL-- �- (V N II @,4176110c 10 II Y IIE�11=urn=u=1 11 TOP REINF. PER _ _ � L _ _ 4 11-11=11-11 • • SCHEDULE FOOTING PER 161/53.2 (3)#4 CONT. EQ 51M. / #4 TRANSVERSE L.X.T 3706 FOR CALL -OUTS WIDTH 3702 BARS ®10 " / / / 1 3012 _4 IN COMMON SEE m --1 PLAN oc 2 -0 18, DETAIL 20/53.2 `� PER BOT. REINF B2 19 U.O.N. / 20 5 s REMARKS PERMIT SUBMITTAL Iola • ui mom.. r I-, N o o r N co le M c0 bites' 91111 TsI.214.“u.MM71 F11.211.612.140 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 415 Lim WX Ci CC ▪ y IlC 161 CO CD CCI ter Imms vow 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 © 5010 FULIER•SEARS ARCHITICT• 1 2 11211 6„ 6„ DATE / . . . WIDTH . BOTTOM REINF. TOP REINF. N M di 10 0 0 o PER PLAN DEPTH LONG. TRANSV. LONG. TRANSV. 11-0" 3'-0" OM #6 @ 12"oc (106 *6 co 12"oc 7'-6" 3'-0" (08 #6 @ 12"oc (8)% #6 ®12"oc O O Z. U O O O 111 —;N ci. COLUMN COLUMN 4 FTG. NP. ,''�,-� '�� STEEL COLUMN SEE PLAN �; ISOLATION JOINT PER 13/53.1 AT COLUMN __-' ;>'' ,•'' �'�� BRACED FRAME ELEVATIONS OF 55.5 SLAB—ON—GRADE '' '' COL. 4 BASE � GONFIG. VARIES --'� ,.' ,�� PER PLAN ' � °� - BASE PER BRACED FRAME DETAILS ,.' ; ,/ � IN%�ER �" '' , hGH ULEM- SEE BEAM PER PLAN \\\\s=oh1 I" RIGID INSULATION EA. SIDE OF GUSSET BELOW SLAB -ON -GRADE - -,� �,' / BRAG E •.,• W } OCC" " 5 .DETAILS �,. � ADD R�• TNAL z o SHEAR KEY WHERE OCCURS PER SEE 18/55.5 /' _ °�, ° T w BASE It DETAILS t.o. slab -on -grade ..h . el. varies ger plan BEAM /' 6 i /a RENF. PEi� x 1 x >< x I x x X x x W.P. t Q •!,1 �.7 Y �•�T: a _ _ - r�.�.�1 Q :T!;i�/ �� 1. i' a oma., r I t II 5 = • 1 NO EXPANSION BOLT INSTALLATION THIS AREA, TYP. 1 I STOP HORIZ. WALL REINF. AT I 1 I SPLICING $ DEVELOPMENT OF REINFORCING IN GROUTED MASONRY CONSTRUCTION JOINT (EXCEPT AT TOP of MORTAR WHERE LINTEL ABUTS PERPENDICULAR > WALL USE OPEN ENDED UNITS INSTALL CORNER BARS PER DED U _�i �_� WALLS OR REINF. STRUCTURAL AND ELEVATED FLOOR SOLID KEY ROOF LEVELS WHERE PER GENERAL BAR TO MATCH TYP. NOTES CONTINUES) USING HALF-LENGTH VERT. BLOCK 30 'L-1' �� ��I BAR SIZE LENGTH LINTEL PER �� _= q/54.1 , U.O.N. ��������1 � IA M Il ///////////////////////// /ii„ / //////////////, /iii/ /r #4x C- W/ 180° STD. HOOK 1 I 4t4 25" #5 40" # 54" 6 #7 63" #8 12" SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT POURS EXCEEDING 5'-O" IN HEIGHT. 4000 5 �1 1-■■. //l////////////////////�//// : /// ///////////////l////// EAT ARA, HORIZ.PE MASONRY WALL )-S r ,'� R PLAN I���1 1- �* 2'-0" II�� III II/ �rd5 11 1 /_EMI 3/ a EXTERIOR FACE - ��II MIN. n RAKE BACK MORTAR PLAN V/E'V CREATE VERTICAL JOINT BY (I) BAR TO MATCH TYP. VERT. REINF. IN i ME 1 Ilt -ry_ I II II _ CELL ADJACENT TO SPAN OF liar iA USING HALF-LENGTH BLOCK �'._`UNITS �/ OPENING - EXTEND TO OPENING FLOOR OR ROOF ABOVE ��II II��I HEAD JOINT � / / J / ml�, - GROUT SOLID 1 " 1MORTAR -- ir IrAT."'" � '� ��(2)B 11��INOTE: JOINT;% ---T% �T; 5MATCHU"MI AR TO " " --AL r 1r ' A - ---- 'I ' TYP. HORIZ. ELOW CMU WALL ji,I I MASONRY BOPENIINF. NGI NOTE: * WHERE 21_0" NOT A (/ I �I % r 1� ELEVATION %I % NOTIFY ENGINEER FOR DIRECTION PRIOR TO INSTALLATION IF EXPANSION BOLT LOCATIONS 4006 FALL WITHIN RESTRICTED ZONES. 2 AVAILABLE, EXTEND A5 FAR AS POSSIBLE AND PROVIDE STD. HOOK OR MATCHING CORNER BARS 4003 4 '-'i��/�4 r�1� / 4001 / 3 NOTE: SEE PLAN FOR JOINT LOCATIONS. - 6 7 7177 VERT. REINF. PER PLAN, REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 ' City of Tukwila5EE BUILDINf DIVISION NOTE: ' i ELEVSTRUATIONS, NOTES OR DETAILS LINTEL BOTTOM RE/NF SHEAR RE/NF D REINFORCING RUNS 24", / #5 8" PAST ROUGH OPENING, / , / L -I * EACH SIDE TYP., U.O.N. /_ / 12 TOP HOOK OF SHEAR REINF. MAY BE OMITTED L-2 _ 4/54.1 , 1 IF BAR 15 EXTENDED 24" L-3 - MIN. ABOVE LINTEL i (GROUT SOLID) * WHERE SHEAR REINF. NOT REQ'D. HOOK VERT. (I)#OVER REINF AROUND BOTTOM REINF. 0 `'� o a / / i � .TOP i ; SHEAR REINF. PER TYPE THICKNESS HORIZ. REINF. VERT. REINF ►� 8" TTP. U.O.N. ion, TYI'. U.O.N. INI a 8 10"(2)#5 5" 8" # a (2)#5 @ 4811oc 48 oc (205 @ 24"oc (2)#5 48"oc n #5 @ 32 oc #5 @ I6 oc E.F. #5 @ I6"oc #5 24"oc E.F. A —1 , '3 / �-; , SCHEDULE SCHEDULE NOTES: / / -\\ I. SEE 4/54.1 FOR TYPICAL REINFORCING AT OPENINGS. ///// -\ BOTTOM REINF. PER 1/4D-� 0 v o 2. WHERE SHEAR REINFORCING REQUIRED, SCHEDULE THE GIVEN SPACING OR %4 OF 'D' FROM WHICHEVER 15 LESS PLACE FIRST BAR HALF FACE OF SUPPORT, 4004 9 NOTE: EXTEND REINFORCING 5EE GENERAL STRUCTURAL BEAMS REQUIRED AT FLOOR TO FULL HEIGHT NOTES FOR 4 ROOF LEVELS. PER SCHED. OF WALL, U.O.N. ADDITIONAL HORIZ. BOND 11 12I 17 1 �7.,..� OR GENERAL STRUCT. NOTES _ `y PER 5/54.1 STOP HORIZONTAL REINF. SHORT OF mug. AMIAMIAMW AEI APIMMM.MIMMMWi **PLAN IN/ VERT. REINF. EACH FACE SPLICE , TYP. // , CORNER CELLS r /L//////////////////////////)/ / STOP HORIZONTAL REINF. SHORT OF (I) BAR TO MATCH SIZE SPLICE PER 5/54.1 / , o • CORNER CELLS OFTYP.GF. AT VERT. /////////////////////////// INTERSE/////////////////////////////////// CELL % iA CORNER BARS SHALL(I) / /, /////////////////////////////////// BAR TO MATCH SIZE // MATCH HORIZ. REINF. �. PLAN I1/ VERT. REINF. CTRD. HORIZ. REINF. CONT. VERT. IN " / OF WALL IN/ LESSER OF TYP. REINF. REINFORCEMENT FULLY GROUTED CELL / CORNER BARS SHALL MATCH HORIZ. REINF. r5) E WO E M N VERT. PER 16/54.1 ) OF WALL WITH LESSER REINFORCEMENT 4002 « un, 15 �' li ,„, ,, _w/ 4701 REID MIDDLETON, INC. 1 6 16 1 IN/DTH DEPTH 50T. RE/NF TOP RE/NF LONG. TRANSV. LONG. TRANSV. REINF. OR GENERAL STRUCTURAL NOTES NOTE: SLAB ELEVATIONS VARY 3'-0" 16" (505 #5 @ I6"oc -- -- 5'-O" 30" 05 #5 @ 14"oc (605 #5 @ 14"oc WALL REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES -2-}77- AT SOME LOCATIONS % 5" MASONRY WALL PER i �� PLAN W/ REINF. PER /� EXPANSION JT. OR MEMBRANE BOND - BREAKER AT WALLS —�'--T AIM'������/AVACI ��� AFAP: �� X211 4"WAIAI EXP. JOINT OR ; PROVIDE ��' — �o MEMBRANE BOND- PLAN I6/54.1 STD. 180° v / HOOKS ON BREAKER AT WALLS SLAB ON GRADE PER PLAN / i ; 5" OR 10" MASONRY WALL PER PLAN IV REINF. PER PLAN I6/54.1 HORIZ. REINF. ��____����____����____�________�����. \i' DOWELS TO MATCH / PLAN SLAB PER -ON -GRADE PLAN ; MASONRY WALL VERTS. i (ALT. HOOKS) f _.. / _ItIll ADDL. VERT. BAR /� X x III I t�� - I I- I I TO MATCH MASONRY X X X <o x WALL VERTS. - o• • -/ `� °-°��• �;•;°i '' °Q 1 •. o oo /•• .t. :O•V• DOWELS TO el. per plan MATCH MASONRY III�II=u= =t►=II�111 INSTALL MATCHING (WALL K� m d 4 _ — — DOWEL TO FTG. I BELOW W/ S. �° FOOTING PER > HOOK AT BOTTOM OAr„„„ 20/54.1 • TOP REINF. -- -- AI��AVAIAFWA� AIFAMAIMAIWAVAV� • •--- PER SCHEDULE EQ. 8 II EQ. I 4702 PLAN W/ VERT. REINF. EACH FAGS 16 1 3028 1 9 1 BOT. REINF. PER SCHEDULE / / * OR 10 WIDTH PER PLAN 3027 20 (31-0”, U.O.N.) 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE r r 01 g. co 1 1 1 1 1 C5 r N CO d' IA CD 1411 Fwrti in.. hits INN Sutt16,hs11gmdill 111. .412.4171 Fu.2U.412.44111 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 113 PINE STREET - SUITE 300 P: 206/343-0460 SEATTLE, WA 98101 F: 206/343-5¢91 CID CD erg cfsocc cca gto CO CID 121.1 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 © 2010 FULLER•SEARS ARCHIT•CT• 5 8 REMARKS PERMIT SUBMITTAL I `' DECK SPAN / `' DIRECTION I —'N PUDDLE WELD I I. MAXIMUM DECK SPAN = 8'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). LOCATIONS USE HEAVIER GAGE WHERE DECK REQ'D FOR SINGLE SPAN CONDITIONS OVER 11-0" c. to c. 2. PROVIDE(2)ROWS OF(1)% "� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL 2 `' D DECK SPAN / DIRECTION / 4 6x4x 4 (LLV) r N M 4 5x3x4 / LA tG ZO 4x(LLV) a'S 0 0 4 bx4x% (LLV) PLAN V/EYV o 5x3x4 xI4 EACH SIDE STEEL STRUT $ BRACED FRAME BEAMS PERPENDICULAR TO DECK FLUTES. \ PROVIDE (1) %2" 47 EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER I MIN. " SUPPORTS PERPENDICULAR TO DECK FLUTES. o 4 5x3x4 o PLAN Y/F.IN - 4 3x3x4lq TYPE = ASC B 36 OR PI/ FOLLOI'Y/NG MIN. PROPERT/F5: PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY 22GA. i .1 S. PROVIDE /2II 4) EFFECTIVE PUDDLE WELDS AT q oc TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK VERCO H513 36, 660 GALVANIZED ORIENTATION CHANGES. PROVIDE 1/2"47 TOPUDDLE WELDS ®24"oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES @ 24"oc. REQUIRED = 512 plf 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING I.C.B.O. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK ISGA. INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. m x IC) O 01><1 EACH SIDE 4 504 typ' N. �� 3�6 3�6 4 6x4x% (LLV) Irl ill -r-- r 3 �6 ; NOTES: �� 1. WELD DECK 2: NO REINF. 3. LARGER OPENINGS TO ANGLES REQUIRED MUST W/ 16"4) PUDDLE WELDS @ 6"oc FOR SINGLE OPENINGS 4" 4) or BE COORDINATED W/ ARCHITECT �� 4" 5EGT/ON ALL AROUND OPNG. or LESS. 5001 ENGINEER. -ir ------ln r I = 0.15 in.4 3 I = 0.302 in.4 3 5 = +0.180/-0.115 in. 5 = +0.321/-0335 in. 6. REINFORCE DECK OPENINGS PER 3/55.1 , U.O.N. DECK OPENINGS Fy = 38 ksi Fy = 38 ksi MAY NOT BE SHOWN ON PLAN -SEE ARCM_ MEGH'L FOR ADDITIONAL INFO, 5000 5 typ. SECT/ON J NOTES: I. WELD DECK ALL AROUND L 3 V J �b TO ANGLES IN/ 1/2" PUDDLE WELDS @ 6"oc OPNG. Skylight 5U pp L 51 13 ort Dramin 2 g 6 el. per archil attach per deck notes DECK PER PLAN -� ANGLE 5TRUT SCHEDULE LOAD - SEE PLAN ANGLE SIZE SPLICE PLATE SPLICE PLATE WELD�t REVIEWED FOR CONT. 4 4x4x4 16" 4) EXP. ANCHORS PANEL PER ELEVATION UP TO 18k i i i 3 11 21 4x4x4 11 x3/211 �b11 x� TOTAL LENGTH CODE COMPLIANCE APPROVED ®24 oc (EMB' 4).� .. MIN. OF (3) BOLTS PER PIECE NOTES: 1. I/2"4) A501 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 PROVIDE SPLICE CONNECTION PER 15/55.1 AT ALL ANGLE JOINTS 1 0 APR 17 2012 City of Tukwila BUILDING DIVISION. NOTES: PROVIDE BOLT HOLES @ 12"oc IN STRUT $ ANCILLARY ANGLES FOR FIELD FLEXIBILITY. ' ANCILLARY ANGLE MAY BE SUPPLIED IN3. LENGTHS 4 CUT IN FIELD. 1 1 1 2 ,, ATTACH DECK TO ANGLE STRUTS PER DECK NOTES. per scheduled V— 'R SPLIC 'A PLAN VEIN SCHE SMALL (SECTION 5ED ON ANGLE *MAY BE 11/2" FILLET WELD IN LIEU OF 16"$) PUDDLE. SGTlON T. 3/8"x3"xi'-0" � per deck° LEDGER 4 PER DETAILS PlEL JOINT ' �---. n,r- �N welding notes '� : ���� � }.�,�$4tON ROOF PER PLAN DECK I 24"oc � �� %"(1)A301 @ ANGLE STRUT PER ANGLE STRUT PER PLAN 4 SCHEDULE ' AT LOCATIONS WHERE LOW FLUTE DOES NOT ALIGN W/ PLAN 4 SCHEDULE . ' •n4 iy • ft1s / ANGLE STRUT, INSTALL ANCILLARY SFGT/ON " PROVIDE SPLICE IN � 4 3x3x 4 FOR DECK WELDING SIMILAR MANNER TO CONNECT JOIST PER PLAN WF STRUTS TO ANGLE STRUTS 5105 14 ANCHOR BOLTS PER DETAILS I'-6" 1'-6" MIN. T MIN. ' y , 11�/ ii c , ml a 1 0 5011 N.T.S. I�1, • .-): L»J 1 5 1 6 1 7 <per RAID MIDDLETON, INC. deck notes IFROM DECK PER PLAN - ORIENTATION VARIES PLACE ADDITIONAL SET OF HOLES 4" OFFSET OTHER HOLES TO ALLOW PLACEMENT OF BOLTS IN WHICHEVER SET COMPLIES W/ RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES j TYP. BOLT SPACING t- r .. _:...,:,:: ....� -y' (DECK DIRECTION VARIES) ,, • 4IL" / •.,.,.• .' el. varies „.••.:•:•:/ ••: / SFGT/ON NOTES: TVP. / .•.. // .v- t.o. masonr a ;` $ ;3 P %� 3/4" /':,::•';..:. er lani'arch'I ( P (follows roof at sloped locations) /::.::: /; ' '� , : :.,. ;..::.:. i :::: .... / e. M ;» W/ ®24 fBED % "x6/ ” CONT. °� x 6" STUDS oc, TVP. I. 4, A301 ANCHOR BOLTS MAY BE SUBSTITUTED LEDGER 4 4x4x 4 CONT. IN/ 3/ a " SECTION ON AN EQUAL BASIS WITH EXPANSION BOLTS. 4 EXP. BOLTS 24 oc TYP. W/ 4/4 EMBED. (MIN. 3 2. LEDGERS TO OCCUR @ ALL INTERSECTIONS BOLTS PER PIECE) OF DECK $ MASONRY WALLS, U.O.N. • .:.,:`° :% / •: • '• : • — ..:'• j .:.> . ✓ / ; :.: .,• %: • • � ,e.. . �..:. ,;. :.� ;•••-•.:::": ': ,:: _ _ O ii `s' MIN. 8" BOND BEAM PER — GENERAL STRUCTURAL NOTES, U.O.N. / / REINF. PER GENERAL 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL• .. � WOULD OTHERWISE BE LESS THAN 4/2 , USE STRJGTURAL NOTES LEDGER W/ LONGER VERT. LEG. ' �`" j / NOTE: % < MASONRY WALL PER PLAN 4. EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 P51 STRENGTH PRIOR TO BOLT INSTALLATION. a�L ef, 4005 11/2":11-0"2 0 GUT BLOCKS AT TOP OF WALLS TO MATCH ROOF SLOPE. _ 4007 11/2 =I -0 1 � 5 8 REMARKS PERMIT SUBMITTAL U I III DATE It: r N 0 co IIIII ci r N M 411' LA tG COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET- SUITE 300 P: 206/343.0460 SEATTLE. WA 98101 F: 206/343.5691 M an CI'.1 meI comtoc on EC 02 161neDMIS ICC M ft9 CES *441411.11 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 © 4010 FULLER•SEARS ARCHITECTS r. 8 REMARKS I I WORK I I I DATE 6/10/2011 I I III FACE OF SUPPORTING MEMBER 3" MAX STANDARD BEAM CONNECTION r N CO size per schedule - 10 0:0 POINT PER PLAN BACKING BAR 1"x5/45" BEVEL FE 3/55.2 for BOLT SIZE NO. OF PLATE WELD MAXIMUM REDUCED , I16" p5 see BEAM SIZE (A325N) BOLTS THICKNESS SIZE CAPACITY (LRFD) CAPACITY (LRFD) skewed connections U 0 N 34"Q) 54e," t ��-, CONN. PER 5/55.2 -- CS, CIO, W8, WIO 2 %4" 24k Ilk (tw=0.17") � /'' 11/4" @ 3 oc BEAM SIZE PER PLAN WI2, WI4 94"0 3 �" 3�f 6" 38k 34k (t4=0.20") „ WI6 34 n,�h 4 4" 3�f6" 52k N/A MriligkONIZ= ��. I �� 1/4 IL WIB, W21 3/s}aw 5 �4" 3�f6" 65k N/A W24, A21 54"(1)6 n 546" Ilk N/A 4 V o '' W30, W33 34") 1 1 " 346" 81k N/A BEAMS PER PLAN O'* c `:� �+ iv `-ry 4 SHEAR PLATE SIZE AND BOLTS PER NOTES: SCHEDULE I. SEE 10/55.2 FOR HIGH LOAD CONNECTIONS WHERE SPECIFICALLY NOTED ON PLAN (SEE LEGEND ON PLAN SHEETS) OR DETAILS. COPE BEAM FLANGES AS REQUIRED t = THICKNESS OF CONNECTION ft 11211:1-011 �0 i" 4 c vc* 4 44 1 5009 3 STD. ROUND HOLES IN PLATE, U.D.N. 2. REDUCED CAPACITIES ARE BASED ON SMALLEST PRACTICAL BEAM SIZE WITH COPE ON TOP 4 BOTTOM. CAPACITY CAN BE INCREASED WHERE BEAM 15 NOT COPED OR WHERE WEB THICKNESS EXCEEDS MINIMUM SHOWN. 5002 5 6 WI4 INCOMING OR DEEPER. BEAM PER PLAN CV kr) CZ ¢ 0----7- STIFF. ff. 1/4"x3" EA. SIDE HIGH LOAD CONNECT/ON - m WHERE SUPPORTED BEAM o z 15 WI4 OR DEEPER CONN. PER 5/55.2 EXCEPT TYP. STIFF f. AT SIDES WHERE NOo EXTEND DOWN A5 5H0WN (USE TYP. CONN. PER 5/55.2 NO. FACE OF SUPPORTING 12" MEMBER BEAM SIZE BOLT SIZE (A325N-5G) OF BOLTS U.O.N. PLATE THICKNESS (GRADE 50) WELD SIZE MAX. CAPACITY (LRFD) INCOMING BEAM OCCURS - 4.= �I WHERE SUPPORTING BEAM 15 w ,- WI2 OR SHALLOWER, U.O.N.) t' < (2)3/4"� @ BEAM BOLTS GAGE (4)34"� BOLTS @ BEAM GAGE 3" W8, WIO 94"0 4 1/2" %" 31k / i BEAM PER PLAN I" 1I11 34 "� 54" 111WI2, -- - ,✓ // WI4 6 62k ECTION 1 AT INCOMING / per 5/55.2 = IL i%211I I/211WI6 4"0 8 %" 4" 15k 4�i BAMS IN/TANDARD E CNNECT/ONS 11 A18, A21 3/4" 0 10 1611 546" 118k 3 oc 124, W2l 54"0 12 i2" 5/f&" 142k WI4 OR DEEPER „ 2" u.0.n.. _ _ 346 41., / I „ ° PER 10/55.2 A50, W33 34") 14 16" 54b" 166k ° -TN ft NOTES: per ; BEARING %" e ; typ. 10/55.2 j l 0 0 1 1 4 PER SCHEDULE size per schedule 1. PROVIDE MINIMUM OF CLASS A FAYING SURFACE ON a BEAM WEB FOR 3/55.2 for �' STEEL COLUMN TYP. STIFF it AT SIDES WHERE NO „ PER PLAN I o > see skewed connections INSTALLATION OF SLIP CRITICAL BOLTS. 2. HIGH LOAD CONNECTION REQUIRED ONLY WHERE SPECIFICALLY NOTED ON PLAN �. THICKNESS Y BOLTING PER I► I► INCOMING BEAM OCCURS SECTION BEAMS VV/ -r_l_. 10/55.2 (USE TYP. CONN. PER lj10/55.2 WHERE SUPPORTING INHERE BEAM I► BEAM IS WI2 OR SHALLOWER, U.O.N) 2 AT INCOMING HIGH LOAD CONNECTIONS STOPS INHERE BEAM CONTINUOUS 5006 8 -o SLIP CRITICAL BOLTS (SEE LEGEND ON PLAN SHEETS) OR DETAILS. I I PER SCHEDULE IN. 3. WELD SHALL BE MADE W/ NOTCH -TOUGH WELD FILLER MATERIAL - SEE GENERAL STDROUND HOLES STRUCTURAL NOTE 40. 5003 10 11 STIFF. it's PER 8/55.2 316" AT STANDARD CONNS. per 5/55.2 16. (per 10/55.2 at r high Toad ft. 3/e"x31/2"x0'-1" corms) W/ (2)3/4"0 BOLTS ®3"oc (2)5/4"0 per 5/55.2 (per SEE 8/55.2 AT INCOMING BEAMS J1'-0" U.O.N PER FLAN 6" AT HIGH LOAD CON*. per 5/55.2 (per 10/55.2 at PER PLAN high load sonans.) _ BEAM BOTH 51DE5 g _ r WHERE OCCURS • , V 0 per 10/55.2 at BEAM TYP. PER PLAN, high load corms) 010 0 r high load 0 ; corms. WS or WIO BEAM 1 1" 12" PER PLAN 0 T,: 1,211 TYP. ii 0 i0 0, Ci ► i` 1 5/`6 it, , I 10 1 0 10 0 J SIZE a BOLTING 1 PER 5/55.2 (PER 10/55.2 ft WHERE HIGH LOAD CONNS. INDICATED PER PLAN OR DETAILS) BEAM PER PLAN 1/2" 11 SIZE a BOLTING BEARING ft MAX PER DETAIL 5/55.2 BASED UPON SMALLER BEAM PER PLAN it 3,f6 V BEAM SIZE (PER 10/55.2 WHERE HIGH LOAD CONNS. TYPICAL AT IN8 $ INIO BEAMS SIZE $ BOLTING PER 5/55.2 (PER 10/55.2 WHERE HIGH LOAD CONNS. ! 0 01 INDICATED PER PLAN STEEL COLUMN PER PLAN J.{ INDICATED PER PLAN OR DETAILS) (4)54."0 BOLTS 10 1 0 01 0 J l j 11J r �� ��' LLQ 1-'� [L: OR DETAILS) .---7,s, 1 I I I, r•-, 5010 Y� i \OAI `r ' 5004 12 BEAM GAGE 5008 1 1415^_� RE EWEDFOR ODE OV CES AP APR 17 2012 ,N. w REID MIDDLETON, ON, I .IC. it 16 I ill II I 111 I 1211 11 iii _co m r City of Tu wila UILDING DIVISION __.---- �� ,nr-W� � 5 ° D. SIZE PER BOLTING 5/55.2 , U.O.N. per 5/55.2 (per 10/55.2 at � " a " C'S -1-41/2"x6" EMBED tr./2 xb x 10 u, EMBED � xDI I \ � ,, FOR W8 4 WIO NOM. BEAM DEPTH W/ (4) STUDS FOR Wit, WI4, WI6 R. THICKNESS 4 BOLTING L` , s '� STRUT BEAM PER PLAN, i high load W/ (6) STUDS PER 5/55.2 3" MAX. -�� _m 1*11 LLLL / 11 CJ -I� 1,}11 1 -m 1" 11 11 I" BEAM _ PER PLAN \ CAP 4 AT TOP corms.) EA. SIDE 1 I I 5,f6 / OF COLUMNS BEAM PER PLAN -IN - II 0 o II I ®1 _ -j o 01 o• 0 0I I 1 1 /� i i 1• 0 0 0 I 1 L 1 0 `0 o 1 1 1 0 0 0� \ ��u I ®1 =-i __ m\ _ m �� °° __1T -L1 a r2"xQ" ft r2"x1" 0 o l I < EMBED x EMBED x I EACH /- NOM. BEAM DEPTH I NOM. BEAM DEPTH STD. HORIZ. SHORT EMBED FOR WIS W21 FOR W24 Y421 it 1 BEAM SIDE HIGH LOAD CONN. SLOT HOLES IN it KERF SIZE 4 BOLTING WHERE OCCURS PER 10/55.2 WHERE W/ (8) STUDS _ �' Mill. W/ (12) STUDS PER HIGH LOAD CONN. I STEEL COLUMN PER PLAN INDICATED ON PLAN \ 5/55.2 SCHEDULE OF 10/55.2 INHERE HIGH LOAD OPPOSITE SIDES OFA CONNS STEEL COLUMN�� PER PLAN OCCUR ON H55 OR PIPE COL. TYPICAL I OR DETAILS ON ONE SIDE OF COLUMN ONLY 5005 20 N NOTES: `V per i > FACE OF CONC. WALL 1. ALL STUDS SHALL BE 54"(1) x 416" U.O.N. 2. HORIZONTAL DISTANCE FROM EDGE OF CONCRETE TO CENTER OF NEAREST STUD SHALL BE 6" MIN. 3. PLACE EMBED It IN WALL SUCH THAT ATTACHED f . WILL BE HORIZONTALLY AND VERTICALLY CENTERED. I 5007 1� I r. 8 REMARKS PERMIT SUBMITTAL I 11 I I I DATE 6/10/2011 I I III r N CO le 10 0:0 1411 Flail be.. Slits 13U Sattle,IKuligtatil/l Tel.NA.1$2.4171 Fe:.2U.1412.M4141 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 30D Ps 206/343,0460 SEATTLE, WA 90101 F: 206/343.5691 a CA ions I H Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet litle: TYPICAL STEEL DETAILS Sheet Number. S5.2 © 2010 FUUfl'SEARS ARCHITECTS I 1 I I I eI. varies . 1 I 1 mom.. I: N O per arch'I TILT PANEL PER ELEV. / / / MASONRY WALL PER PLAN:. Oz r N CO 4 -UP 3�6 CO 4 4x4x%4 / / 4 4x4x%4 CONT. Y1/ 3/4"4' A.B. @ 8"oc ON EITHER SIDE OF EA. STRUT per deck d CONT. W/ weldin notes e mg n;;_ y 9 3/4"� A.B. @ 1"oc ON EITHER SIDE OF EA.STRUT (3/4"0 A.B. @ 32"oc AT ---- ..` -----� (34" O A.B. @ 36"oc AT o1 ,,i; ALL OTHER LOCATIONS). 0 I r =1 \ ALL OTHER LOCATIONS). / / EMBED BOLTS 6" 4 HOOK AROUND REINF. AS SHOWN ._ 3 -' I I1$�` _ �., EMBED BOLTS 4" 4 HOOK AROUND REINF. AS SHOWN vI" NOT AT51M. .,L / / HORIZ. REINF. PER #5 CONT. ___/,_±_/!_ / i ; / _ / GENERAL STRUCTURAL NOTES- JOIST PER PLAN 3/ " W/ (IAN) "� BOLT () 4 4x4 STRUTS PER PLANR COPE VERT. LEG 4 EXTEND MIN. 2" OVER JOIST -___1,___ 8 4 5025 5 FOR CALL -OUTS 5104 IN COMMON SEE DETAIL 5/55.3 3 6 PER ,,____ FOR . CODE COMPLIANCE APPROVED APR 17 ioli '1 ii ii 1 EMBED R 3/8"x4"x11_ " W/ (2)34"4) x 6" STUDS @ 12 "oc '1, ft a of Tu 5 �b Q _ . R�.3.. 'f �.. n->1_ TO OCCUR ON INSIDE FACE OF TYP. WALL, ON BUILDING DIVISION E = `�4,�t ��, ,� II - 1 ;� CONN. PER ,ice 5/55.2 _ . P HIGH LOAD CONN. PANEL PER �1 PLAN . ° .,, PER 10/55.2 -CONN. ' PER 5/55.2 AT SIM. . i�yn �F> Li -fl--- H i-. , ,T. »t.,: Lr -41.— 11 — ----- w ---- v ,T - - — — �:_.__ _ _ t b - - ii OF BEAM _,._ _ Lam- OF BEAM BEAM - == 1 s LL BEAM �, , r %�. , �� I I II � ,_ BEAM PER PLAN o = BEAM PER PLAN EMBED 4 Sxbx�2 x l'-4" W/ (4)5/8"(1)x 2'-6" D2L's — __J U ILI It 1/2"X11-2"2"xl'-2" @4oc4(S)34"0x6 STUDS 4"oc CONN. PER 5/55.2 01 54 V b l CONN: PER 20/55.4 WALL PER PLAN - JOIST PER PLAN ; PER PLAN AT SIM. CONN. TO EMBED PER 13/55.3 PLAN OF BEAM 5101 10 FOR CALL -OUTS SECTION IN COMMON SEE DETAIL q/55.3 PLAN 5107 8 FOR CALL -OUTS IN COMMON SEE DETAIL 10/55.3 51(02 9 PLAN 11 -t _,4-t F— T It 343"x5" PER PLAN — WALL CONTINUES AT SIM. / CONT. EMBED I. 6" / <(3) sides, typ. PER IS/55.1 TYP •/ V CONT. EMBED PER I8/55.1 ��� �.:� DOES NOT eAr iii �» N,.: � . CONN. PER 5/55.2 TYP. BEAM PER PLAN [}.}] [L] I II 1 0 4 - %4 V Ardz ,A v ZZ�d OCCUR AT d o 5IM. ff. SPLICE PER 14/5 I ��� . �� 4 8x4x1/2 x 11_411 IN/K.. -� k- 1.0-'„� ° //////////////////////////° (2)sjgn� x 30” D2L's - - Woo (3)I/2"4) x 4" E= =EAM PER PLAN ° I I . AM PER PLAN ' //////////// ///////////A 5?UD5 ®6"oc ll 3II c ONN. PER 5/55.2 WIO CONDITION STRUT PER PLAN L � � .__-J 3/8"x6"x0'-8" WALL PER PLAN EMBED i. W/ (2)/2" 0 24" D2L'S � � BEAM PER PLAN 5117 12 x � I 1 I -� COLUMN PER PLAN EMBED � PER q/55.3 WALL PER PLAN .1 , / @ 4 oc MASONRY WALL PER PLAN 5108 15 5106 13 MASONRY WALL PER PLAN 5103 14 1617 i.--,,-) L,„ 11[_ wi r, .7:) .), - •-i� ;1; JJ INSTALL BOLTS MIN. 8"oc IN COMPLIANCE CONNECTION PER 5/55.2 W/ STD. HORIZ. SHORT SLOTTED HOLES IN ' 1„ W/ SHOWN AT RESTRICTIONS ON 2/54.1 HEAD JOINTS I I� e/", I D L� L L T i\I I .\1C. 't ..,. 20 . _ 7" / CHANNEL 611 x 2 <SECTIONPER PLAN to MASONRY WALL PER PLAN ®v. — � i sr AA Aiiisr.i. C=0 ////, "•'////////// 11x1' BE�'� a. it / -0"x1'-2" IN/ � i34611 x 3" HORIZ. (4)54"(1) EXP. BOLTS @ 6 oc EA. WAY A MASONRY �� PER PLAN SLOTTED HOLES FOR (4)3/4IIEXP. BOLTS (EMBED 43/4") _ N (EMBED 4349 NOTE: SECT/ON EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL 510E5. GROUT SHALL ACHIEVE MIN. 2000 P5I STRENGTH 5019 PRIOR TO BOLT INSTALLATION. 181 5715 19 a 8 REMARKS PERMIT SUBMITTAL 1 . 1 I 1 mom.. I: N O Oz r N CO d' M CO COUGHLI N PORTERLUNDEEN A CONSULTING STRUCTURAL AND CP/IL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P: 206/343-0460 SEATTLE, WA 98101 F: 206/343.3691 ete Cej MA ea M Dem em go M 16511 CD Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: STEEL DETAILS Sheet Number. S5.3 ©5010 FULLER•SEARS ARCHITECTS I I attach per �� -4-- I I REINF. PER r r N o t0 GENERAL T.O. STEEL STRUCTURAL NOTES JOIST MFR. SHALL DESIGN PANEL PER PLAN THE TOP CHORD OF JOIST EL. PER PLAN t.o. wall deck notes s shop -weld @ V HS5 BEAM PER PLAN r 5 " 4 5x5x rf 6 x 0 -5 EA. END TO RP515T 3,0004s/4,000# CONT. 4 PER 10/55.1 441 1 m i/ el. per arch'I (5%" THICK WALL/ 8" THICK --1,-- PROVIDE (2) 5/8"4) EXP. PER 20/55.1 W/ (2)3/4 4, ANCHOR BOLTS / 0 SEAT DEPTH = 2%" WALL) OF HORIZ. ANCHOR ®a"oc GTRD. II ON JOIST (EMBED 4 @ 8"oc GIRD. ON JOIST / /, AT F.O. WALL 346 V .� „ � : �� EMBED PER 4/55.4 � GTRD. ON EACH ROOF DECK PER PLAN - s (/ steel beams ORIENTATION VARIES �6 3-12 OUT -OF -PLANE I /4 V FORCE (ULTIMATE) � �, &aIII AT 5/2THICK WALL 4 1" AT 8" THICK WALL) r; -2 I" GLR. TYP. I <(3) sides V2 r A3rf6 /4 JOIST PER PLAN M M I t _- PANEL V2 -Tri CV MIN. ii , ec r; a i - J015T MFR. CID OD N DESIGN �A r' ! . N, .. �� �` ��� �� , :� � ` � x = �� � `` �' � �.; :,T%`N SHALL 2/zx2/zx �b -HOLD /� CLEAR OF JOISTS AT EACH END WHERE OCCURS, TYP. JOIST GIRDER � u� " CHORD OF JOIST •; „/ i N CMU NALL CONN. PER � � I I- PER PLAN I 7/55.4 I� . � � _ � � .<a ' �� -� ' ��� \ TO RESIST 4,000 ` OF HORIZ. ; / II SECTION , 6 2 , � II II I_ II EMBED % 8 OUT -OF -PLANE TYP. • 3jsllx I_OII �� � JOIST PER CONN. PER � PLAN ���` 20/55.4 . ' . . It. x8 x0 3 II :� E, W/ (2) ROWS /4 x " " 4 STUDS ®5 oc FORGE (ULTIMATE) JOIST PER PLAN (MIN. 2%n BRC. z o ili to , i % 3 1_ " � 4x4x /8 x 12 W/ II a , 13 6x3 RORIZ. SLOTTED / 3 II HOLES FOR (2) 4 4) i ANCHOR BOLTS HSS BRAGS PER PLAN MAX. N , -J(-- NOTE. FILLER ANGLE REQUIRED FOR MEMBERS AND ONLY FOR THOSE HELD DOWN FILLER ANGLE ALSO REQUIRED WHERE Filler Angle Between g AS K SHOWN DECK -Joists DENOTED (STEEL BEAM WHERE OCCURS) " II STRUT PER PLAN FOR JOIST SUPPORT. ORIENTATION GRANGES. 5114 Cit Flat Roofs 2 �. -_. �llxl I GIRD. ON JOINT BTWN. PANELS --4.---- � BRACE s 46 � ► � ,��+'�� e 1.= I 1_ II q 6 - FIELD WELD TO 2" LENGTH) All;�f , ��A EMBED I� MAX. \ MASONRY WALL PER PLAN / typ'> %g > r j (4) sides 5�6 4" MIN II II EQ. �- . -,-.-_- 5023 41 NOTE: EXP. BOLTS SHALL HAVE MIN. 0LID GROUTING ON ALL 51DE5. GROUT 2000 PSI STRENGTH PRIOR TO BOLT 6" OF SHALL INSTALLATION. • EDGE DISTANCE IN 5021 ACHIEVE MIN. 5 - FOR CALL OUTS IN COMMON SEE DETAIL 4/55.4 5024 KERF. 2 x12 xl W.P. NOTE` 5711 DECK NOT SHOWN EMBED fE. 3/6 "x6 "x 1'-0" IN/ FOR CLARITY. (4)/2114) x 30" D2L's ®4"oc 1 BEAM PER PLAN (SLOPE VARIES) w.P. JOIST MFR. SHALL DESIGN THE TOP CHORD OF TRUSS TO RESISTI REVIEWED CODE COMPLIANCE APPROVED APR 17 2012 • FOR . y / 2 " MIN. BEARING 4,000# OF HORIZ. OUT -OF -PLANE ..-, FORCE (ULTIMATE) FILLER ANGLE PER 2/55.4� 4/,, > <typ /4 3 . R 5/8"x2" BEAM - 346 > sifb V ,I BEAM OR JOIST PER PLAN (WHERE OCCURS) = CONT. PER 5/55.3 OR 3/55.3 IN/ ANCHOR --ii J015T PER PLAN I Ci of BUILDING !8 > x� BEAM PER PLANq Tuil� BOLT EITHER SIDE I \� OF TRUSS CONN. . = t. DIVISION - -31 s 4, J IKERF ¢BRACE• . H55 211 ^' _ _ _ ._ Vil + �� , 1 1 BRACE PER PLAN SWM " l w.P. ! . i CONN. PER 20/55.2 (HIGH LOAD CONN. JOISTS PER PLAN /-- 5x5xY x 0'-10" I a � COLUMN PER PLAN (USE 4 5x5x3/8 x 0'-8" M ®WS BEAMS) JOIST PER PLAN ) i 0 ° WHERE OCCURS ) JOIST GIRDER PER PLAN r i JOIST GIRDER PER PLAN I L_ BEAM PER PLAN FACE OF CMU OR CONC.. WALL PER PLAN JOIST GIRDER PER PLAN 4 E- BEAM PER PLAN (SLOPE VARIES) 5710 5013 5014 9 5012 10 FOR CALL -OUTS IN COMMON SEE DETAIL 20/55.4 �^ 5116 COL. PER PLAN el. per arch'I ' 6005131-43 STUDS JOIST GIRDER PER PLANIII GAPS/ 24"oc < CONT. HS5 6x4x b FLAT - CONN. TO COLUMN BEYOND PER 12/55.4 4 rCAP it", 'p, CONN. PER 20/55.2 JOIST PER PLAN BEAM PER BEAM BF BEAM PER PLAN AT SIM.\I, WF BEAM WHERE OCCURS PLAN -- -11 PER ARGH'L 111 HS5 PER 13/55.4 H55 WHERE OCCURS t yp > I/2 ! CONNECT TO CONC. 4 4x4x3/8 ` DECK PER PLAN WALL PER 17/55.4 HERE OCCURS r 0 I l ° I °ROOF • i 1 i0I 10 ° 4° 01L ° lininaillir 10 g TOP 4 BOTTOM it 3411x5"x0'-5", VP. EA. SIDE ,^ TRACK PER 15/51.1 typ. / ,4 1---� BEAM PER PLAN CONN. PER -- III WHERE OCCURS bk. COLUMN PER I 20/55.2 z13x3x% @ 8'-0"oc CONNECT TO TOP / 4 �I PLAN 51 10 12 el. per arch'I 1:� GIRDER BRC. SEAT l - COLUMN PER PLAN f 1 PER 20/55.4 CHORD OF JOIST34" BEYOND ©' DEFLECTION ALLOWANCE JOIST GIRDER PER PLAN HSS HS5 PER 13/55.4 ,TYR BRIDGING PER IS/57.1 TOP TRACK < STEEL COLUMN PER PLAN PER 5/57.1 nJOIST yam- STUDS PER DETAILS THE LEVEL BELOW 5109 13 3 //\ \ 5015 14 FOR GALL -OUTS IN COMMON SEE DETAIL 20/55.4 5016 15 CONN. PER 12/55.4 PLAN 51 15 11 _ FF-' 11 ill J�� l'j. � ' LI I i, ' I: I I el. per arch 1 I 1 I I 1 I � I LOCATED PER PLAN --or GAP 4" SECTION MAX. . RE - ID MIDI); ETON, INC. I -� H55 2x2x%4 6" FROM EA. END OF CHANNEL ®2'-0"oc -r \ I I ry �:; z,., s -gin I"" MAX. J 1 - � 4 6x6x/2 Y BOLTS W/ (4) 3/411 EXP.-tir ,� - - < ROOF DECK F PER PLAN � , � �� �� 1 ��I I , fi � n WTI0.5x41.5 x 0'-6/211 11 3 � BOLTS W/ 2 / H55 PER 13/55.4 �.. .,0."m � s " EMBED 4 /4) I l ♦ 4 ®5 oc S ME ,! -�� '.. TOP 4 BOTTOM TRACK PER 15/57.1 ' . 3 -_ r W/ CONN. PER 12/55.4 ,� • �� �' r..� 1 , er archll WT5xl5 x 0'-3" > � 346 II II (2)/2 4) BOLTS @ 3 4 oc \� � I .. FILLER 4 PER 2/55.4 DOES NOT OCCUR SIM. - I-- -I CHANNEL PER PLAN iAT � 34" ,/< JOIST -' QSTABILIZER TOP TRACK PER 5/51.1 # DEFLECTION ALLOWANCE SECTION 34"x4"x0'-6" - DO NOT WELD OR CONNECT GIRDER PER PLAN > BEAM PER PLAN AT SIM. l = ��° BRIDGING PER 15/511 I PER 13/55.4 TO ALIGN W/ ROOF \• \ 1 BOTTOM CHORD TO I 4 5018 14 2 0 4" JOISTS CONN. TO JOIST PER 13/55.4 _L_ __,_STUDS __, STUDS PER DETAILS THE LEVEL BELOW 5714 16 I / / 51 1 1 FOR CALL -OUTS NOT READ. AT SIM. 5112 IN COMMON SEE DETAIL 13/55.4 18b - -�- CONCRETE WALL PER PLAN 1 7 I 8 REMARKS PERMIT SUBMITTAL ITTAL IIIII d cn r r N o t0 gall I Oz r N0'3 441 N CO• 1411 Farts he.,Slits 1114 Sattle,Wuiiegtee4111 Tel.2I4 $2.NTD Fu.2U.1112.44U COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CNIL ENGINEERING CORPORATION 413 PINE STREET. SUITE 303 P. 206/343.0460 SEATTLE, WA 90101 F. 206/343.3691 hid co 60 CV CC Ca goon CM 42) 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 REARS ARCHITECTS 1 2 . . O . . DATE r N O 01 . . I. r N M 44' 54 r H55 FRAMING PER 20/55.7 FACE OF GONRETE EMBED 3/e"x12"x1'-0" WALL N/ (4)94"0 x 6" 5TU05 8"oc EA. WAY O ® grind smooth PLAN FOR CALL -OUTS IN COMMON SEE DETAIL Q/55.1 5708 4 5706 Typical H55 to H55 Connection 5 6 7 > ft 3/e" 4 'L3/6" -DIM. PER ARCH'L - DIM. � el. per arch'I PER ARGH'L \-1 • ry-----____ fE. CAP 4." ' ♦0 I a grind smooth - H55 5x5x14. I14 V /8"1) TIE -ROD el. per plan v #2% 0 ^ CLEVIS < STIFF fr. 14" EA. SIDE TO ALIGN W/ H55 PO5T5 .o < �� I 3/�6 V H55 PER 20/55.1 , BEAM PER PLAN / TYP ��' 4,------------ 3/�b �' PER 20/55.7 REVIEWED \�• �` >t 3/e" d �i `�° DECK Ian FOR CQQE -DIM. eI. er G p P SLOPE PER AR H L CC? COMPLIANCE PER ARCH'L • ,^ APPROVED „ �II10 II: APR 17 2012 - H55 PER PLAN H55 PER 20/55.7 , TY-. 3i8"x6" W/ of � BUILDING I r4 � (2)54"c1) BOLTS DICity VISION � NOTE: 1/4" � 3�6 I/2'12 I�" I�° ®3 5707 5705 GOVT. BENT x 3 (� oc FLOOR FRAMING NOT #fr� t 5HOWN FOR CLARITY yp i 4 9 T ical HS5 Corner Connection 1 0 �p 11 12 13 PER ARCH'L 0 H55 IOx3x% [11'-10"] ��- I IO/55.1 TYP. AT •- H 5HEAR TABS CORNERS = PER x/55.7 , .,-1 TYP 5/55.1 0 TYP. 1)11 H55 6x2x3�(b [11'-6'7 /0-14440 • 011—61 . 14 0 ROOF DECK PER _, PLAN N011,v0,/__N± — 16 I 17 I 18 I ? Cfl X T 52.2A > ! H55 6x2x3�(6 ! t [111-6"1 Rim ...µ........ :<, STEEL COLUMN PER PLAN ;- x/55i AT STEE ,= ;ffi� CONDITIONS 546 V f 4/5 AT ;GONG..... :: _ _ _ el. per planONDLT_I.ON51 CAP It i4", TYP. - ei . X %" CAP AT Fir- r '4', i- ` °, HS5 ENDS, TYP. ETON, liV,,, • \ u` � . Ir ( s V <typ. 4 to hss HSS 10x3x�46 '" [I I -l0] 4 4x4x3/s x 0'-5" TOP 4 BOT. FACE OF BUILDING16 H55 BEAM OR CONC. sib V 5709 19 , WALL PER PLAN I, T I Cano Framin pical p� 5704 ..:14 1,..0„ 11�R Man 26 a 8 REMARKS PERMIT SUBMITTAL . . . . . DATE r N O 01 . . I. r N M 44' ID 0 1411 Fourth Ar...Suit.131i Suttlo.Wubiogteaffi111 Td.2U.112.4170 Fu.2U.412.44U COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET. SUITE 300 P: 206/343.0460 SEATTLE, WA 90101 F: 206/343.5691 US Uhl ea MI DINE WC mi" cc • Ca NIC CC M hid [INN g co Ism Job Number. S101203-02 Date: JUNE 10, 2011 Principal in Charge: JEC Project Manager. TJG Drawn By. MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number. S5.7 © 9010 FUIIER•SEARS ARCHITICTS SHEATHING AND TOPPING PER PLAN NAIL SHEATHING TO BLOCKING IN/ IOd®4"oc 3x PLATE RIPPED TO MATCH FLANGE WIDTH 2x BLOCKING @ 48"oc (STAGGER EA. SIDE OF WF BEAM) JOISTS PER PLAN STEEL BEAM PER PLAN W/ 543"4) CPL STUDS ® 32"oc (COUNTERSINK NUTS) 6720 1 PAI23 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS SHALL ENGAGE HORIZ. REINF) SHEATHING AND TOPPING PER PLAN GSI6x4'-0" (ADJACENT TO PAI23) $EINF. PER GENERAL STRUCTURAL NOTES ((2) #5 MIN. CONT.) Ci JOISTS PER PLAN 2x4 FLAT BLKG ((3) JOIST BAYS - 4'-0" MIN) 3x12 P.T. LEDGER IN/ (2) ROWS OF WO ANCHOR BOLTS ® I6"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF) MASONRY WALL PER PLAN 6715 2 (8) I6d @ 4"oc STAGGERED AT EA. SIDE OF SPLICE •MIII.........,...1Ern TOP CHORD SPLICE BOTTOM CHORD SPLICE I6d @ 12"oc STAGGERED ELSEWHERE 6'-0" MIN. BETWEEN SPLICES SPLICE TO OCCUR AT (. OF VERT. 511UD, TYP. 6000 Sawn Lumber - Stud Wall Top Splice lice 3 p Sx PLATE RIPPED TO MATCH FLANGE WIDTH SHEATHING AND TOPPING PER PLAN JOISTS PER PLAN WEB STIFFENERS PER JOIST MFR's SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES 6" STUDS PER 10/51.1 8" STUDS PER 10/51.1 AT SIM. BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN (H55 AT SIM) IN/ 5/8"4) CPL STUDS @ 32"oc (COUNTERSINK NUTS) TOP TRACK PER 5/511 3/4" DEFLECTION GAP ALLOWANCE BRIDGING PER 18/51.1 STUDS PER DETAILS OF LEVEL BELOW 6001 4 NAIL SHEATHING TO BLKG. W/ IOd @ 4"oc JOIST BLKG. ® 48"oc JOISTS PER PLAN L L-7 2x PAD x I' -O" TO ALIGN W/ JOIST BLKG. CONN. TO BEAM IN/ (2) ROWS OF 0.14" 4) DRIVE PINS © 1"oc FOR GALL -OUTS IN COMMON SEE DETAIL 4/56.1 6 6100 TJI Floor Joist Parallel to Exterior Wall 5 NAIL HALF OF STRAP HOLES WEB STIFFNER STRAP PER PLAN (WHERE OCCURS) JOIST PER PLAN I . %4"x6"x0'-1" EA. SIDE W/ (2)3/4"0 BOLTS © 3"oc MASONRY WALL PER PLAN 546v I'-4" FULLY NAIL STRAP EXTENSIONS EMBED It 3/e "x6 "x0'-8" W/ (2)1/2"4) x 24" D2L's @ 4"oc 6716 6 MARK 0 HOLDOWN O MIN NO LD DETAIL REF. HDA 51MP50� 5A# U63 2 SCREWS TO WOOD BELOW 12/56.1 HDB11/56.1 5EE4 DETAIL E�� :..� SDE °.:�1 � 5EB ��.��. 0.1454) © 1"oc HOLDOWN SGHED 10T 0 GAIL PLYWOOD SHEATHING 5RECEIVING HOLDOWN Y`V SCHEDULED PANEL EDGE NAIL G. STAGGER NAILS 50 THAT EACH STUD 15 NAILED. 6702 Holddown Schedule 7 SHEATHING 4 NAILING PER SHEAR WALL SCHEDULE ABOVE 4 BELOW OPENING PROVIDE 2x BLKG BEHIND ALL STRAPS WHERE MEMBERS DO NOT OTHERWISE OCCUR DOUBLE STUD (FULL HEIG T, EA. SIDE OF OPENING. NAIL SHEATHING PA' NAILING' COLUMN OF SHEAR WALL SCHEDULE C516 STRAPS ABOVE $ a, OPENING OVER SHEATHIt (0516 STRAPS EA. SIDE W SHEATHING PER 20/56.1 OCCU EA. SIDE) SHEAR WALL PER PLAN RE FULLY NAIL STRAP EXTENSIONS NOTE: THIS DETAIL APPLIES WHERE SPECIFICALLY CALLED OUT ON PLAN. 18" q III II III II 18" NAIL HALF OF STRAP HOLES 6502 Shear Wall Opening 8 p g 316" L5L RIM BOARD BLKG. A35 @ 1"oc SHEATHING AND TOPPING PER PLAN JOISTS PER PLAN IOd EA. SIDE CONT. TOP PLATE - SPLICE PER 3/56.1 J< STUDS 4 TRACK PER 4/56.1 DIAPHRAGM BOUNDARY NAILING I6d ® 8"oc CONNECT TOP TRACK PER 15/51.1 TO BLKG. PER SCHEDULE OF 20/56.1 STUD WALL PER PLAN 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 NAIL SHEATHING TO BLKG. IN/10d ® 4"oc JOIST BLKG. 48"oc v JOISTS PER PLAN FOR CALL -OUTS IN COMMON SEE DETAIL 1/56.1 6 STUDS 4 TRACK PER 4/56.1 CONT. 31/2" LSL RIM. BOARD 6102 TJI Floor Joist Parallel to Exterior Wall 10 KERF T %4"x6"x11-0" W/ (2)3/4"4) BOLTS MAX. KERF WIDTH = 3/6" BEAM PER PLAN BEARING It %2"x6" x BEAM WIDTH (DAP BEAM AT BEARING It) NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY 1 II MAX. 346 CAP it %" 6718 11 (2) STUDS MIN. PLACED BACK TO BACK AND WELDED TOGETHER PER 13/511 SIMPSON HOLDOWN S/HDUG ADD'L STUD A5 READ. AT WALL ENDS ANCHOR BOLT SIZE PER SIMPSON CATALOG 4 - FRAMING CONT. WHERE OCCURS V 11x1%2"xo1-1211 WASHER IN/ NUT EA. SIDE 6701 Metal Stud Hold Down 12 LSL 31/2"x16" BLKG. STRAP PER PLAN JOIST BLKG. PER PLAN T. 4 CONN. PER 6/56.1 FOR CALL -OUTS IN COMMON SEE DETAIL 5/56.1 14" MIN. 0 0 I. % "X4"x0'-4" - TOP 4 SOT. EMBED It 3/e"x6"x0'-6" W/ (2)/2"4) x 24" D2L's ® 4"oc STIFF ft 14" 346V 346 6719 161 I6GA. TRACK W/ 11/2" MIN. LEGS - CONNECT TO COLUMN W/ 0.145"4) DRIVE PINS © 4"oc STAGGERED STEEL COLUMN • PER PLAN FACE OF CONCRETE WALL I6GA. TRACK W/ I16" MIN. LEGS - CONNECT TO CONC. W/ 0.145" 4) DRIVE PINS @ 4"oc STAGGERED AT CONCRETE WALL 6703 17 REVIEWED FOR CODE COMPLIANCE APPROVED APR 17 2012 City of Tukwila BUILDING DIVISION MARK SHEATH/NG 0 BLOCK FASTENER SPACING AT PANEL EDGES 0 SCREWING OF JOIST OR BLKG. TO TOP TRACK BOTTOM TRACK ATTACHMENT CAPACITY OO ® ® DRIVE PINS TO GONG. BELOW SCREWS TO WOOD BELOW 5W -I 1/2" PLYWOOD YES #8 @ 6"oc #12 ® 8"oc 0.1454) © 1"oc #8 © 5"oc 280 PLF SW -2 1/2" PLYWO YES #5 ® 4"oc #I2 © 6"oc 0.1454) @ 1"oc #8 @ 4"oc 366 PLF 5W-3 �' , � PL ` • •ter .� ES #8 @ 3"oc #12 ® 4"oc 0.1454) © 5"oc i #8 @ 2/2"oc • 510 PLF SW -4 I/2 Y OD #8 @ 2"oc #12 ® 3"oc 0.1454) ® 4"oc #8 @ 2"oc 650 PLF NTE5: OO SHEATHING _ . MALL SCREW 5 1 1 G TO IN t 0 SHEAR WALL C>T5 ARE BASED ON TABLE 22 -VIII -C OF THE USG. D AND SHALL BE A MINIMUM #8 x I" FLAT HEAD WITH A MINIMUM HEAD DIAMETER OF 0.212". I FRAMING IN/ SHEATHING SCREWS ® 12"oc. STUDS SHALL BE A MINIMUM 15/8"x31/2" WITH A 3/8" RETURN LIP. TRACK SHALL BE A MINIMUM I4"x31/2". FRAMING SCREWS SHALL BE #8 x 5/8" WAFER HEAD SELF -DRILLING. SCREWS CONNECTING JOISTS OR BLOCKING TO SHALL BE #12 x I1/2" WAFER HEAD SELF -DRILLING. AT INTERIOR WALLS ONLY, 146" O5B MAY BE USED IN LIEU OF 1/2" PLYWOOD AND 5/8" 05B MAY BE USED IN LIEU OF 5/8" 11 TOP TRACK vui II P 1'kV)C�OD: IJ REI = 7 Uig, INC. 6500 Plywood Sheathed Metal Stud Shear Wall Schedule 20 a 5 8 REMARKS PERMIT SUBMITTAL J IIIII DATE r r CM O r co I I I I 4' I d Rim CM M 141'0 0 1411 Forth Are.,hits llf Sattle,Wuldgta41141 Te1.2M.*.4170 Fu.2U.4$2.4 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET- SUITE 300 P, 206/343.0460 SEATTLE, WA 98101 F: 206/343.5691 MN alp glIC CS itee no.) CC S ro Job Number: S101203-02 Date: JUNE 10, 2011 Principal In Charge: Project Manager. Drawn By. JEC TJG MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number. S6.1 ® 9010 FULLER•SEARS ARCHITECTS P 8 REMARKS PERMIT SUBMITTAL 1 I I I I FOR CALL -OUTS IN COMMON SEE DETAIL 13/56.2 DATE r 1 N O, Zr.-, (Di ' 1 P.T. 2x PLATE IN/ WO ANCHOR BOLTS @ 1611 oc - COUNTERSINK BOLTS s 4"oc, 1 Oz r N ; NAIL SHEATHING IA ... TO BLKG. W/ 10d @ 4"oc `� Lz to �1 �: } H2.5 @ 48 ocIOd , (ALIGN W/ FLAT BLKG.) " @ TYP. � SHEATHING AND Ibd 8"oc � a �� TOPPING PER PLAN @ SHEATHING PER ARGH'L OR SPECS. �, -I� � � � 1 STRINGERS PER �y V - 3/56.2 TYP ; , �.-_ \SS � I r6. p 1 4x12 5 > BLKG. ',• =.....e.-. A , I - -r- -E -1 -I �. ,. - I JOISTS U PER Li 18/56.2 I I I , I I I b I I I I I n I I I I ilii, I I I I 1 I 1e, 1 I I JOISTS PER s a•- .� /'. / 2x12 STEP 20/56.2 ,_ �, 2x12 LEDGER NV (3) 16d EA. 51UD , / PLAN BOARD, TYP. (2)2x8 CONT. AT 1/56.2 [}�}]�I-�, 110/3 _ - CENTER CONDITIONI I I - {�xI2 2x4 FLAT BLKG. @ 45"oc (ALIGN IN/ STUD) $ Ibd @ 811oc INTO BLKG. 3x12 CONTINUE P.T. LEDGER 2x8 CONT. AT l II II l i( P.T. LEDGER W/ / „ 3/4" Q2 ANCHOR BOLTS j ; / / PER 2/56.1 EDGE CONDITION 2x12 @ I6 oc 'THE @ 12 oc - (3) BOLTS 0 FLOOR SYSTEM CONSISTS OF 3411 Th G FOR CALL -OUTS IN COMMON SEE DETAIL 6/56.2 _,�,_ DROPPED HEADER WHERE OCCURS 6710 MIN. W/ (I) BOLT MASONRY WALL SHEATH NG rA= VIRINEn,•,,,w:.��� Nor_ 45/24). WITHIN b" OF EA. END OF LEDGER PER PLAN 6714 2 6705 Typical Stair Stringers3 �p J NAIL SHEATHI EDGES IN/ 10d ALL INTERMEDIATE GLUE SHEATHING G AT ALL FRAMED PANEL @ 6"oc. NAIL SHEATHING AT SUPPORTS W/ IOd @ 12"oc. AT ALL SUPPORTS W/ 1 DIAPHRAGM BOUNDARY el. per arch'I _ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. ♦ ACE POST CAP NAILING CONT. PLATE WM412 D EA. SIDE UILDING STAIR 1RAMING 'LAM TOP - I SPLICE PER 3/56.1 LB HANGERS y 4, Ilk �� H2.5 HANGER LU28 HANGER L �j h - FLANGE OFFSET TO INSIDE OF BEAM AT SHEATHING PER 20/56.2 @ 48 oG 2x BLKG. (LU528-2 HANGER AT DOUBL ` COLUMN r -: ` - -�-~ - SHEATHING PER l STRINGERS) -NAIL DIAPHRAGM BOUNDARY {F 1. a 8"oG OVER WALL SHEATHING. ..,, 20/56.2 NAILING R EVI DO FpRI' P�I�NCE pED:kwii) IE'JCI @ APPEDSTUD � ..ar�1•. APR. 11012JOISTS PER 20/56.2��SHEATHING WALL PER 20/56.2 �, Q / PER 3/56.2 , TYP. BU CI>t�r©fl� II.D INC DIVISION PER 20/56.1�;STRINGERS 2x LEDGER W/ (3)Ibd� EA. STUD AND Ibd @ 8"oc INTO BLKG. n eAT SHEAR WALLS ��� I ;,;; JOISTS PER 20/56.2 LU5 � 8/56.2 4x12 -4-1-6709 LJ STAIR STRINGER WHERE OCCURS 6DETAIL HANGERS COLUMN BEYOND FOR GALL -OUTS ---i-- BEAM PER PER 20/56.2 J r IN COMMON SEE 6713 20/56.2 6708 I I r ,:6/5• : _ I I 1 . 10/56.1 $ 13/56.2 2x12 @ Iblloc CMU WALL PER _ 1/56.2 Y J o 3. ter PLAN/DETAILS % I V ;1- cv A 1 ,- - - THE FLOOR SYSTEM CONSISTS OF /4 T$G SHEATHING (PANEL SPAN RATING 48/24). Y BRIDGING PER 15/51.1 #10 II ---.0.SHEATHING •�•_ ��< PER 20/56.2 NAIL SHEATHING AT ALL I FRAMED PANEL _ _ EDGES WI IOd @ b"oc. NAIL SHEATHING AT SCREWS @ 6 oc : � • . •. JOIST PER 20/56.2 =n I - ALL INTERMEDIATE SUPPORTS W/ 10d @ 12"oc. <_ HANGERS (ORIENTATION VARIES u u u GLUE SHEATHING AT ALL SUPPORTS W/ LB -ATTACH x� ��: W/ (4)#8 SCREWS ` "��' , � � � �� CONT. I6GA. TRACK aq W/ " LEGS - ATTACH � � ��`-�� �" � ' AT 51M.) ADHESIVE CONFORMING TO A.P.A. , I II/56.2 x/56.2 AT STEEL GONDS. SPECIFICATION AFG-01. FLOOR SYSTEM NAILING PER 3/56.2 2/56.2 AT CMU GONDS. DESIGNED FOR 125 PSF SUPERIMPOSED SHEATHING { PER 20/56.2 � i „ ©u I7`e? III I� #/ (2 $ . 9 WS OF 3/8"� PANSION BOLTS @ f • 16 oc R GGERED , _ : a LIGHT STORAGE. 'II '-.' ' 'z, 1-L. rI "1Ji '.T GMU WALL SEE STEEL CONDITION FOR GALL -OUTS IN COMMON • . JOIST PER 20/56.2 ,. BEAM PER 20/562 TYPICAL STS IFRAI'T I NCLAN LU28 HANGER - LU528-2 CONT. 2x FILL PIECE BEAM THA2I3 HANGER AT PER 20/56.2 HANGER AT DOUBLE STRINGERS (HUG HANGERS SINGLE 2x8 STRINGER - THA218-2 AT DOUBLE JOIST PER 20/56.2 #5 I6GA. TRACK WHERE REX)CONT. STEP BOARD PER 3/56.2 2x8 STRINGERS (THAG HANGERS v+v p4` SCREWS @ 12"oc W/ 11/2" LEGS - ATTACH OVER SHEATHING NV SHEATHING PER 20/56.1 AT SHEAR WALLS- (3)#10 SCREWS EA. WHERE REGO)) 10/53.2 FOR GALL -OUTS 6717 IN COMMON SEE DETAIL 13/56.2 1 2 STRINGER PER 3/56.2 6706 S to 1 3 r - 1 oma - 51M. - STUD 6712 STUDS PER DETAILS AT STEL STUD MALLS 1 1 OF LEVEL BELOW Ir Land in s 18/56.2 I I I I -I - -- /.. - -I�•-' - 1 1 S II I I 1 '. IAC [ P. Kik k f EtS «'4N a At I 10 . 1 i :_ P .Y� [ t C »�n�'k* 0111:1V �itY � �. „ r .+ fAY 31 .e .> Y Y , 11t T t 10/53.2 f --- --- _ ;� i i L 1 � 1 ,�� EF - - + .. I STRINGER PER 3/56.2 REID MIDDLETON, INC. [- - T L' A35 CLIP EA. \ STRINGER - _ I r - - - a k' u =; P.T. 2x10 - - W/ 16"4) ANCHOR "oc I BOLTS @ I b SLAB -ON -GRADE PER PLAN 'x4. PER 20/56.2 •X 20 .101ST I' x X X ' LU28 HANGER -LU528-2 l �� 2x RIM BOARD max. �" a °` HANGER AT DOUBLE STRINGERS (HUC HANGER WHERE REX) ° o TYPICAL STAIR FO U N DTION FLAN CONT. TOP PLATE (2)#4 CONT.III II - I - I - I -Ill - SPLICE PER 3/S6.1 WALL TOP 4 BOT. STUD PER PLAN/ I' -b" FOR CALL -OUTS IN COMMON SEE DETAIL 13/56.2 6711 Stair Landings 17 6707 1 8 6704 = 11-°"16 20 g 1 I Stair FramingFlans I P 8 REMARKS PERMIT SUBMITTAL 1 1 1 1 1 DATE r 1 N O, Zr.-, (Di 1 1 1 1 Oz r N CO d' IA (O 1411 Farts Ars..Ssits 1344 Suttls,tl<riisjtafl111 Tt1.2. $2.4171 Fu.N4.412.44N 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 acoa mcn Job Number: S101203-02 Dote: JUNE 10, 2011 Principal In Charge: JEC Project Manager: TJG Drawn By. MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number: S6.2 m 4010 FUUfl•SEARS ARCIHITICT• REMARKS II® I�1 I I PER 15/51.1 16 GA. TRACK - CONNECT TO COL. I I I BEAM PER PLAN (GONG. SLAB WHERE OCCURS) BEAM PER PLAN (GONG. SLAB WHERE OCCURS) r r N O .7.--, . "4) ATTACH TRACK W/ (2)ROWS OF 0.14"4) DRIVE PINS e DEFLECTION ALLOWANCE d DEFLECTION ALLOWANCE 32"oc TO BEAM OR - - PER DETAILS - PER DETAILS 10 t0 SLAB ABOVE 8 B 8 r CLIPS W/ DRIVE PINS ®4"oc STAGGERED (3) #I2 SCREWS SUPPLIED ARG SPOT WELD AT 16"oc SCREWS OR DRIVE FOR H S 151-0" IN/ VERTICLIP, INSTALL I" TRACK PER DETAIL o• I6GA. TRACK W/ 2" MIN. LEGS. FROM TOP OP 1%2" VERT. SLOTS IN CLIP FOR 15'-0" < H S 31'-O" o AT LEFT -� �f�- PINS NOT ACCEPTABLE SILL PER 8/51.1 _ �' I �--- I 1 I (3)#8 ®2"oc EA. SIDE AT BRACED FRAME 14GA. TRACK W/ 2" MIN. LEGS DRIFTCLIP DSL800 BY THE 16GA. TRACK (20GA. MIN. AT INTERIOR WALLS) BRACES STEEL NETWORK EA. SIDE r I I W/ 1/ MIN. FLANGES (NO DEFLECTION GAP) STUDS PER 20/51.) OF JAMB STUDS $ AT ALL 12 r, 0 LI JAMB STUDS. ATTACH TO BEAM STUDS PER ill L,_ i - 1 I • i 4 ; - i L. DIAGONAL H55 BRACE PER BF ELEVS. %" = I'-0° <MTL-064> WELD BRIDGING PER IS/51.1 ABOVE W/ (3) 0.14" DRIVE PINS ci. PER <MTL-O23> TYP. 6 8 ® HORIZ. LEG ®3"oc MIN. 10" WALL STUDS (USE (3)#10 SCREWS TO TRACK JAMB STUDS ABV. WHERE NO BEAM OCCURS) NOTES: USE D5L600 ®6" WALL STUDS MI"' /2"STUDS I 1 I HEADER PER 8/51.1 �t < H55 COL. PER PLAN I. CONNECTIONS SHOWN THIS DETAIL APPLY TO THE TOP OF TYPICAL SIMPLE SPANNING WALL STUDS WHERE DEFLECTION ALLOWANCE OCCURS. 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 7007 �,�„_�I_o,1 SILL CLIPS PER 15/51.1 CONN. AT STEEL COLUMNS HEADER 7008 CONN. AT STEEL COLUMNS 2 TYPICAL INTERIOR 5TUD WALL BRACE CONNECTION OR EXTERIOR 70093 TO BRACED FRAME 1,11_i,_o,1 DETAIL 5 5/51.1 TYP., U.O.N. 'L' , I I i I, � I l l � STUDS PER / 20/51.1 SPAN CONDITION HEADER TYPE NO. OF FULL HT. JAMB STUDS U.O.N. PER PLAN 1 L S q' -O" A 2 S 1 r 1 r STUDS PER SCHEDULE 4'-0" < L. S 15'-0" B 3 CONT. 16GA. CONT. 16GA. #8 SCREWS ® 6"oc, TYP. #8 SCREWS TRACK (SPLICE ®6"oc, TYP. PER 12/51.1) TRACK (NO * 12' MAX OPENING ON EACH SIDE OF FULL HEIGHT SPLICES) STUD THRU WINDOW < 8/51.1 TYPICAL SIMPLE SPANNING STUD WALL SCHEDULE STUD CLEAR STUD WALL TYPE • • I EXTEND HEADER WEBS - --1-",-- WIDTH HEIGHT 'H' PER 20/51.1 U.O.N. (2)8005162-43 I OVER JAMBS 4 CONNECT HEADER PER SCHEDULE , OF 8/51.1 611 H S 14'-0" 5-618 HEADER (USE SILL CONFIGURATIONBI� (2)8005162-43 HEADER I IN/ (208 SCREWS TO EA. STUD, TYP. � IILII 14'-0" < H S 20'-0" 5-616 z / / HEIGHT OF WALL _________+_____ � o z `�� ' '1 I 1_ II H S 14 0 5-818 ABOVE OPENING o CONNECT SILL TO JAMB < WHERE HEADER CONNECTS DIRECTLY TO STEEL8„ SILL PER SCHEDULE OF <MTL-O68> HERE OCCURS 14'-0" < H S 20'-0" 5-816 15 LESS THAN I8") STUDS BEYOND o CLIPS PER 15/51.1 TOP CONNECT SILL TO JAMB STUDS BEYOND COLS. ATTACH HEADER (CONFIGURATION VARIES) ( PER 2/51.1 $ BOT. OF BUILT-UP IN/ CLIPS PER <MTL-065> 3- • SECTION STUDS PER 8/51.1 AMB ' CONT. 16GA. STUD W/ I�/8" FLANGES (NO ' CONT. I6GA. W/ 116"LEG SILL `� I6GA. 5TUD5 PER SCHEDULE U.O.N. (WELD PER 13/31.1) S REVIEWED FOR SPLICES) - CONNECT i TRACK (SPLICE PER 12/51.1) CONT. SILL TRACK W/ U'2" LEG �, (WELD PER 13/51.1) S 4/56.1 TYP., U.O.N. > CODE COMPLIANCE APPROVED APR 17 2012 City 0f. Tu la 7001 1 0 TO TRACK W/ 8 SCREWS I I CLIPS PER 15/51.1 , , WHERE OCCURS ® EA. TRACK TO 7006 ® 6"oc EA. SIDE (NO SPLICES) JAMB STUD HEADER B SECTION HEADER A SECTION TYP. JAMB CONNECTION (SEE 2/51.1 AT STEEL COL) 8 STUD PER PLAN OR DETAILS BUILDINGJAMB DIVISION AM STUDS PERSTUD - 0.14"0 DRIVE PINS ® 12"oc WELD PER TO STEEL OR GONG. USE (308 SCREWS NO PUNGHOUT SHALL WITHIN 12" FROM END OF STUDS, SUPPORTS (EMBED I%2" AT TO ATTACH 4 TO WEB GONG.) ATTACH Y4/ (2) ROWS 13/51.1 -CLIP EA. SIDE AT t rI%2-36 2" WHERE STUDS OR JOISTSOGGUR 2" � TYP ARE SHOWN TO ABUT, WELD A5 SHOWN TYP. 5 SCREWS ® I6 oc TO l x I6GA. OF # CLIP Ix METAL FRAMING SUPPORTS LENGTH =STUD WIDTH JAMB STUDS $ AT ALL 12" STUDS TYP. ��/� '� " 1 1r^ STUDS MUST FULLY SEATED AGAINST TRACK, I6GA. TRACK W/ I MIN. LEGS BE TYP. fr LESS %2" 16GA. TRACK I" MIN. LEGS W/ J MAX. ff. I6GA. x TRACK WIDTH IN/ (2) ROWS ® 4"oc OF (608 SCREWS, CM. ON SPLICE I II --- --- t = GAGE OF MATERIAL CONNECTED I, #8 SCREW EA. SIDE (2)0.14"40 DRIVE PINS TO STEEL TRACK PER DETAILS TYF. 6", 8" $ 10" WALL STUDS JAMB STUDS $ TYP. OR CONG. SUPPORTS (EMBED I/2 AT CONG.) ATTACH IN/ (508 12" STUDS SCREWS TO METAL FRAMING SUPPORTS t r16-36 11 TRACK SPLICE WHERE REGD. SHALL BE LOCATED ® MIDSPAN OF HEADERS OR SILLS 7004 12 Multiple 5209 Stud or Joist Connection 1 3 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. 7003 2. SEE DETAILS FOR OTHER CONNECTIONS WHERE STUDS BYPASS SLAB EDGE OR SUPPORTING BEAMS OR WHERE HANGING SPANDREL TYPE CONDITIONS OCCUR. 1 5 ,..., .1> ii 4 I6GA.xlr2II 4. : METAL FRAMING NOTESD 1 1 #2,144 I. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS 6. WALL FRAMING: -- OUTLINED IN THF GENERAL NOTES IN ADDITION TO REQUIREMENTSTWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF LL VL�: [i �- NOTED HERE. AND AT EACH SIDE OF ALL OPENINGS. SEE (.1000) FOWILL _.� SCHEDULE 4 FRAMING OF OPENINGS, U.O.N. l� 2. METAL FRAMING 4 STRAP BRACING SHALL BE G60 GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING A5 FOLLOWS: 1. SEE 18/51.1 FOR REQUIRED BRIDGING. REID MIDDLETON, _.�_____ - 12, 14, AND 16 GAGE ASTM A653 OR A1003, GRADE 50 8. SEE ARCH'L FOR -SIZING $ DETAILING OF INTERIOR, NON-BEARING WALLS. 18 AND 20 GAGE ASTM A653 OR A1003, GRADE 33 a. SEE 3/51.1 FOR CONNECTION OF STUDS TO INTERIOR OR EXTERIOR 3. ALL STUDS 4 STUD GROUPS SHALL BE LATERALLY SUPPORTED TO BRACED FRAME BRACES. PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD PER ASTM CI280. METAL STUD WALL TYPES: (�; ��;��___.� �,_ 0. - --_____ IL.;))! INC. -- -- ----. _.___ __-.- xlr2n 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 jiTh- 1111911111A401111111110.r/ irrI6GA. 2 ► 0 o _ ,. (4)#8 SCREWS DESIGNATION STUD TYPE SPACING 4. TRACK SECTIONS SHALL BE UNPUNCHED AND HAVE AT LEAST I" FLANGES. NOTE: SEE PLAN FOR 5-616 6005131-54 I blloc LOCATIONS OF STRUCTURAL 5. WELDING OF COLD -FORMED METAL FRAMING SHALL CONFORM TO AW5 5-618 6005131-43 I6 oc STUD GROUPS DESIGNATED 01.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE 5-816 8005162-54 16"oc <X> WHICH SUPPORT BEAMS THE SPECIFIED CLASSES OF WELD. 5-818 8005162-43 16"oc OR JOISTS. WELD STUD GROUPS TOGETHER PER I3/51.1 7000 FramingNotes 20 1 6 I BOTH ROTATION AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. 2. BRIDGING SHALL BE EITHER WELDED OR SCREWED A5 SHOWN. -.------MAX. 150U50-54 BRIDGING CHANNEL ®4'-0"oc VERTICALLY, TYP. I 'Metal Bridging g g for 7002 Metal Stud Wall 1 8 I REMARKS PERMIT SUBMITTAL II II I I I DATE r r N O .7.--, . . i e l d r N M I' 10 t0 1•• U I z U 1411 Farts Ms., Smits 13114 SuttI. ibigta COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 413 PINE STREET - SUITE 300 P. 206/343.0460 SEATTLE, WA 98101 F: 206/343-5691 DIMMI I 111441141 CA eite REM m Cal MI cm Qco aZ = CC Q M ImmoZ gs = 111 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 FUUfl'SEMS © 2010 ARCHITECTS