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HomeMy WebLinkAboutPermit D10-296 - SEGMENT 1 - I-FLY SEATTLEDI 0-296 -FLY SEATTLE 349 Tukwila Parkway Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 Segment 2 Segment 3 - I -FLY Seattle D10-296 - I -FLY Seattle D10-296 - Plans - I -FLY Seattle D10-296 I -FLY SEATTLE 349 TUKWILA PY EXPIRLD 02-I1- 12 D10-296 City clhukwila f Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov Parcel No.: 0223000010 Address: 349 TUKWILA PY TUKW Suite No: Project Name: I -FLY SEATTLE DEVELOPMENT PERMIT Permit Number: D10-296 Issue Date: 04/11/2011 Permit Expires On: 12/06/2011 Owner: Name: BETA HOLDINGS LTD Address: 18827 BOTHELL WAY NE , BOTHELL WA 98011 Contact Person: Name: DAVID FEY Address: 7730 LEARY WY , REDMOND WA 98052 Contractor: Name: RUSHFORTH CONSTRUCTION CO Address: 6021 12 ST E, SUITE 100 , TACOMA, WA 98424-1399 Contractor License No: RUSHFC*305R1 Phone: 425 216-0318 X311 Phone: 253-922-1884 Expiration Date: 03/27/2013 DESCRIPTION OF WORK: CONSTRUCTION OF 16,948 SF INDOOR SKYDIVING FACILITY Value of Construction: 1,713,719.20 Fees Collected: $27,210.84 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0006 Electrical Service Provided by: **continued on next page** doc: IBC -7/10 D10-296 Printed: 06-16-2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 4266 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: CCX W tl I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie whether specified herein or not. The granting o Lim • ermit d construction • r,' dorm to this permit. Signature: Print Name: r e to give authority to violate or cancel the provisions of any other state or local laws regulating m authorized to sign and obtain this development permit and agree to the conditions attached ;`•f w•rk. I : iilb Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 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: When special inspection is required, either the owner or the registered design professional in responsible charge, doc: IBC -7/10 D10-296 Printed: 06-16-2011 shall employ a special inspection agency arilliptify the Building Official of the appointmentt or to the first building inspection. The special inspector furnish inspection reports to the Building 0 1 in a timely manner. 8: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 11: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 17: 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). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 19: 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. 20: 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. 21: ***FIRE DEPARTMENT CONDITIONS*** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: 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) 24: 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) 25: 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) 26: 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) 27: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that doc: IBC -7/10 D10-296 Printed: 06-16-2011 indicates the month and year that the inspec was performed and shall identify the comp r person performing the service. Every six years stored pressure ext. shers shall be emptied and subjected to th licable recharge procedures. If the required monthly and year 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) 28: 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) 29: Each door m a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit panic hardware on rated fire doors. (IFC 1008.1.9) 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 33: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 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 inunediately 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 less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 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: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 39: An approved automatic fire sprinkler extinguishing system and Class 1 standpipes are required for this project. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: 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 a licensed Fire Protection Engineer (FPE) designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 42: 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) doc: IBC -7/10 D10-296 Printed: 06-16-2011 83: ***PUBLIC WORKS DEPARTMENT COONS*** 84: Applicant shall refer to permit D 10-295 for utility connections serving I -Fly facility. i doc: IBC -7/10 D10-296 Printed: 06-16-2011 43: Maintain a 4 foot clear space around ther riser(s) for emergency access. (NFP (City Ordinance #2050) 44: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 45: 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) 46: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 47: 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: 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). 49: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinlders 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 sprinlders in the property. The sprinlders 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 sprinlders. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 50: 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 #2050) 51: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 52: 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. 53: Post Indicator Valves (P1V's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 54: 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) 55: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. (The exisiting initiating devices in the rest of the building will need to be made addressable and tied -to the new addressable fire alarm control panel.) 56: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 57: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 58: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 59: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 60: 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 #2051) 61: Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm panel supervised by a City approved U.L. central station. (City Ordinance #2051) 62: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 63: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) doc: IBC -7/10 D10-296 Printed: 06-16-2011 location to provide notification of fire at that tion. (NFPA 72) IN • 64: Maintain fire alarm system audible/visu notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2051) 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 #2051) 66: The Tukwila Fire Department has changed keybox manufacturers, from Supra to ICnox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206-575-4407 for ordering information. 67: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 68: 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. 69: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 805.1, 805.2) 70: 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) 71: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 72: 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) 73: Per Tukwila Municipal Code a fire watch is required any time a fire sprinkler or fire alarm system is impaired. The fire watch shall be maintained until the system is restored. Contact the Tukwila Fire Prevention Bureau at 206-575-4407 for detailed fire watch requirements. 74: 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) 75: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 76: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 77: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 78: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 79: ***PLANNING*** 80: As conditioned by the BAR, prior to final approval of the building permit, building "B" shall be painted to match the color scheme of building "A" as is indicated in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 81: As conditioned by the BAR, prior to final approval of the building permit, the existing freestanding sign shall be painted to match the color scheme of building "A" as agreed in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 82: doc: IBC -7/10 D10-296 Printed: 06-16-2011 City oihukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 0223000010 Address: 349 TUKWILA PY TUKW Suite No: Tenant: I -FLY SEATTLE PERMIT CONDITIONS Permit Number: D10-296 Status: ISSUED Applied Date: 11/01/2010 Issue Date: 04/11/2011 1: ***BUILDING DEPARTMENT CONDPTIONS*** 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: 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. 8: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 11: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila doc: Cond-10/06 D10-296 Printed: 08-08-2011 Building Department (206-431-3670) 18: All electrical work shall be inspected anapproved under a separate permit issued by t•ity of Tukwila Building Department (206-431-3670). 19: 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. 20: 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. 21: ***FIRE DEPARTMENT CONDITIONS*** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: 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) 24: 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) 25: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas m which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 26: 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) 27: 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) 28: 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) 29: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit panic hardware on rated fire doors. (IFC 1008.1.9) 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 33: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 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) doc: Cond-10/06 D10-296 Printed: 08-08-2011 35: Every exit sign and directional exit sign have plainly legible letters not less than 6 l s (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" sh have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 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: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 39: An approved automatic fire sprinkler extinguishing system and Class 1 standpipes are required for this project. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: 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 a licensed Fire Protection Engineer (FPE) designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 42: 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) 43: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 44: All valves controlling the water supply for automatic sprinlder systems and waterflow switches on all sprinlder systems shall be electrically supervised. (City Ordinance #2050) 45: 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) 46: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 47: When the sprinlder riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinlder Riser". (NFPA 13) 48: 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). 49: 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 sprinlders in the property. The sprinlders 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 sprinlders. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 50: 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 #2050) 51: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 52: 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 doc: Cond-10/06 D10-296 Printed: 08-08-2011 facing the direction of vehicular access, an otected from potential vehicular damage. 53: Post Indicator Valves (PIV's) shall have tRLs building address served by the P1V stencile ertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 54: 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) 55: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. (The exisiting initiating devices in the rest of the building will need to be made addressable and tied -to the new addressable fire alarm control panel.) 56: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 57: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 58: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 59: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 60: 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 #2051) 61: Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm panel supervised by a City approved U.L. central station. (City Ordinance #2051) 62: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 63: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) location to provide notification of fire at that location. (NFPA 72) 64: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2051) 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 #2051) 66: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206-575-4407 for ordering information. 67: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 68: 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. 69: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to thefire code official upon request. (IFC 805.1, 805.2) 70: 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) 71: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. doc, Cond-10/06 010-296 Printed: 08-08-2011 72: All required hydrants and surface acces-ads shall be installed and made serviceable r to and during the time of construction. (IFC 503.1, 508.1) 73: Per Tukwila Municipal Code a fire watch is required any time a fire sprinkler or fire alarm system is impaired. The fire watch shall be maintained until the system is restored. Contact the Tukwila Fire Prevention Bureau at 206-575-4407 for detailed fire watch requirements. 74: 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) 75: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 76: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 77: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 78: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 79: ***PLANNING*** 80: As conditioned by the BAR, prior to final approval of the building permit, building "B" shall be painted to match the color scheme of building "A" as is indicated in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 81: As conditioned by the BAR, prior to fmal approval of the building permit, the existing freestanding sign shall be painted to match the color scheme of building "A" as agreed in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 82: Fire exit doors to be painted to be consistent with the colors of the building approved as part of BAR. 83: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 84: Applicant shall refer to permit D 10-295 for utility connections serving I -Fly facility. **continued on next page** doc: Cond-10/06 D10-296 Printed 08-08-2011 • • I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: MIL, fdMS Date: EAuq e u doc: Cond-10/06 D10-296 Printed: 06-08-2011 City okukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone : 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 0223000010 Address: 349 TUKWILA PY TIIKW Suite No: Project Name: I -FLY SEATTLE DEVELOPMENT PERMIT Permit Number: D10-296 Issue Date: 04/11/2011 Permit Expires On: 10/08/2011 Owner: Name: BETA HOLDINGS LTD Address: 18827 BOTHELL WAY NE , BOTHELL WA 98011 Contact Person: Name: DAVID FEY Address: 7730 LEARY WY , REDMOND WA 98052 Contractor: Name: Address: Contractor License No: Phone: 425 216-0318 X311 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF 16,948 SF INDOOR SKYDIVING FACILITY Value of Construction: 1,713,719.20 Fees Collected: $27,210.84 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0006 Electrical Service Provided by: **continued on next page** doc: IBC -7/10 D10-296 Printed: 04-11-2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 4266 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: :1S02; Date: 4—tH I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: //41/ Print Name: (J0110-4 10-4 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 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: When special inspection is required, either the owner or the registered design professional in responsible charge, doc: IBC -7/10 D10-296 Printed: 04-11-2011 shall employ a special inspection agency tify the Building Official of the appointmentair to the first building inspection. The special inspectorurnish inspection reports to the Building Ofl in a timely manner. 8: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 11: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Manufacturers installation instructions shall be available on the job site at the time of inspection. 16: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 17: 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). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 19: 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. 20: 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. 21: ***FIRE DEPARTMENT CONDITIONS*** 22: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 23: 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) 24: 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) 25: 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) 26: 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) 27: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that doc: IBC -7/10 D10-296 Printed: 04-11-2011 indicates the month and year that the inspe -► was performed and shall identify the compor person performing the service. Every six years stored pressure e ishers shall be emptied and subjected to thlicable 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) 28: 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) 29: Each door in a means of egress from an occupancy of Group A or E having an occupant load of 50 or more and any Group H occupancy shall not be provided with latch or lock unless it is panic hardware or fire exit panic hardware on rated fire doors. (IFC 1008.1.9) 30: 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) 31: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 33: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 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 nun) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 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: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 39: Art approved automatic fire sprinkler extinguishing system and Class 1 standpipes are required for this project. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: 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 a licensed Fire Protection Engineer (FPE) designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 42: 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) doc: IBC -7/10 D10-296 Printed: 04-11-2011 43: Maintain a 4 foot clear space around the nkler riser(s) for emergency access. (NFP (City Ordinance #2050) 44: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 45: 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) 46: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 47: 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: 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). 49: 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 sprinlders shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinlders 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) 50: 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 #2050) 51: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 52: 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. 53: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 54: 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) 55: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. (The exisiting initiating devices in the rest of the building will need to be made addressable and tied -to the new addressable fire alarm control panel.) 56: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 57: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 58: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 59: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 60: 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 #2051) 61: Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm panel supervised by a City approved U.L. central station. (City Ordinance #2051) 62: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 63: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) doc: IBC -7/10 D10-296 Printed: 04-11-2011 location to provide notification of fire at that tion. (NEPA 72) 64: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or par itions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2051) 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 #2051) 66: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206-575-4407 for ordering information. 67: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NEPA 70) 68: 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. 69: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NEPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NEPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 805.1, 805.2) 70: 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) 71: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 72: 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) 73: Per Tukwila Municipal Code a fire watch is required any time a fire sprinkler or fire alarm system is impaired. The fire watch shall be maintained until the system is restored. Contact the Tukwila Fire Prevention Bureau at 206-575-4407 for detailed fire watch requirements. 74: 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) 75: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 76: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 77: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 78: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 79: ***PLANNING*** 80: As conditioned by the BAR, prior to final approval of the building permit, building "B" shall be painted to match the color scheme of building "A" as is indicated in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 81: As conditioned by the BAR, prior to final approval of the building permit, the existing freestanding sign shall be painted to match the color scheme of building "A" as agreed in the letter to the City dated February 17, 2011 from David Fey to Brandon Miles. 82: doc: IBC -7/10 D10-296 Printed: 04-11-2011 83: ***PUBLIC WORKS DEPARTMENT CONI ONS*** 84: Applicant shall refer to permit D10-295 for utility connections serving I -Fly facility. • doc: IBC -7/10 D10-296 Printed: 04-11-2011 CITY OF TU1040A Community Development Department Public Works Department Permit Center,., 6300 Southcenter'Slvtl.,.Suite 100 Tukwila, WA 98188 http://www. ci. tukwila. wa. us '‘90/0( -, P E,�,4V l Building -No. bio- Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 411 j �j���� King Co Assessor's Tax No.:�36000./0 Site Address: g / %�j/ iii, t' LGA- Suite Number: Floor: Tenant Name: / ` rLy- n� .�� New Tenant: f g Yes El .. No ,./5-7771--- Property Owners Name: } 44/ V `E ✓ G,� Mailing Address: / 'G 7 /� %'l �L E � ( `',1 0 L ! gO 1 City State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: P L ,i) -7 Day Telephone: C✓) Z/ -O�, la *31 ( --7 Mailing Address: / ! 3�1��O City �Zip E -Mail Address: ��%1 j f COM Fax Number9-2,0 State GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) / lam 0 � L () /10 Company Name: � ' � _ � �� ` f, ,� �J�/� �/ Mailing Address: (T/ 0/� 2 7 % =� r�r ' / ( 0 7% M/4' w` ' 7 f i -`t - City State Zip Day Telephon • &•55) 92Z /NV71" /247-e- ( Fax Number 2S3 / 22 1 ,, 2._.0t� /� Contractor Registration Number: 5/1 6 *305R/ j A Expiration Date: g -7 /2-O/ 1 Contact Person: E -Mail Address: l Cff_P2L--lf/?r-nSs rlirait/Zuer 5 `� ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: V (5Y t) Mailing Address: 77X a/0 / J,A4..94b fi City Contact Person: 25/11/ ) l � Day Teleph E -Mail Address: �C `LUI fipd ` C. V1 Fax Number ENGINEER OF RECORD -- All plans must be stamped by Engineer of Record State Zip Company Name: Mailing Address: Contact Person: E -Mail Address: J)t,l(jirt)s0� / 5D too , f= Com- Tait City km-stat Zip �1 Day Telephon 200 5`��� �21 �- `� �L5Iven.s ansa *C »Rax Number H:\Applications\Fonns-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 1 of 6 BUILDING PERMIT INFORMATIO— 206-431-3670 Valuation of Project (contractor's bid price): $ 2 / 10/ ©®Q L°Sf Scope of Work (please provide detailed information): C6/4 W6701 PfruG. • • Existing Building Valuation: $ se RI, 1,-Y Will there be new rack storage? ❑ ....Yes 0 ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principaj,owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? Psi Yes Compact: Handicap: ❑' No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes .ra No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forms-Applications On Line \2010 Applications17-2010 - 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 1stFloor 7 51- < /l.0 A' Z"d Floor 4/3(((0 74-, /! 6 11'3 3`d Floor `3/.1-'0 // 'b Jnr/�5/ , yt Floors thru Basement 167 Y0,0 5/ 0/ if. Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principaj,owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? Psi Yes Compact: Handicap: ❑' No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes .ra No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applications\Forms-Applications On Line \2010 Applications17-2010 - Permit Application.doc Revised: 7-2010 bh Page 2 of 6 LPUBLIC WORKS PERMIT INFO) ATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 1-800-424-5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District M. Tukwila 0 ...Water District #125 0 .. Water Availability Provided Sewer District -.. Tukwila ❑ .. Sewer Use Certificate ❑... Highline ❑,..Valley View . ❑...Renton ❑ ...Sewer Availability Provided ❑... Renton .❑... Se)ttle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): �.. Civil Plans (Maximum Paper Size — 22" x 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) ProosedpActivities (mark boxes that apply): 0 .. Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - No Disturbance Construction/Excavation/Fill - Right-of-way 0 �" Non Right-of-way ] '.. Total Cut 1l � L9 cubic yards ❑ .. Total Fill cubic yards Sanitary Side Sewer . Cap or Remove Utilities ❑ .. Frontage Improvements ■ .. Traffic Control Backflow Prevention - Fire Protection .. Geotechnical Report ❑...Maintenance Agreement(s) ❑ .. Traffic Impact Analysis ❑ .. Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0... Storm Drainage 0...Abandon Septic Tank ❑... Curb Cut 0...Pavement Cut 0...Looped Fire Line Irrigation Z Domestic Water ❑ .. Permanent Water Meter Size.. WO # ❑ .. Temporary Water Meter Size . WO # ❑ .. Water Only Meter Size WO # ❑ .. Sewer Main Extension Public 0 Private 0 ❑ .. Water Main Extension Public 0 Private 0 0... Grease Interceptor ❑... Channelization ❑...Trench Excavation ❑... Utility Undergrounding 0 .. Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line 0 .. Water 0 .. Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) 0 .. Sewage Treatment Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 3 of 6 MECHANICAL PERMIT INFORM.N — 206-431-3670 • MECHANICAL CONTRACTOR INFORMATION Company Name: _. Mailing Address: State Zip city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Valuation of Mechanical work (contractor's bid price): $ Scope of Work (please provide deted information): Expiration Date: Use: Residential: New.... ❑ Commercial: New.... 0 Fuel Type: Electric ❑ Gas.... ❑ Replacement .... ❑ eplacement .... 0 Indicate type of mechanical work being installed an Other: ity below: Unit Type: Qty Unit Type: , ./ Qty Unit Type: Qty Boiler/Compressor: Qty Furnace<100K BTU Air Handling Unit >10, "tid . CFM %' y> Fire Damper 0-3 HP/100,000 BTU Furnace>100K BTU Evaporator Cooler rr Diffuser 3-15 HP/500,000 BTU Floor Furnace Ventilation Fan nnected to Single Duc Thermostat 15-30 HP/1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation ;.''stem :f ood/Gas Stove 30-50 HP/1,750,000 BTU Appliance Vent Hood . •, Duct E "; gency for Gen tor 50+ HP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Inc' ( ator - Domestic Othe echanical Equip } t Air Handling Unit <10,000 CFM ncinerator — Comm/Ind H:\Applications\Forms-Applications On Line12010 Applications\7-2010 - Permit Application.doc Revised: 7-2010 bh Page 4 of 6 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 applieston shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN Signature: Print Name: C)1Z)L3 D AGENT: Mailing Address: 713,0 (,lam`( PERMIT APPLICATION NOTES — Itlicable to all permits in this application 1 Date Application Accepted: l Date/ ( Vl/7c1 Day Telephone(4-2—S/ 240 `cam fi JM07). City State Zip Date Application Expires: VS -1 01, L I Li H:\Applications\Form+-Applications On Line \2010 Applications \7-2010 Pennit Application.doe Revised: 7-2010 bh Staff Initials: Page 6 of 6 •PLUMBING AND GAS PIPING PERIVOINFORMATION — 206-431-3670 ! 11 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: - Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Indicate type of plumbing fixtures and/or gas piping outbeing instal- = and the quantity below: Fixture Type: Qty Fixture Type: i. n ''Fure Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet '• y- �� dr othes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) ,�' ' ",,.d -waste grinder, co a ercial Floor Drain Shower, single head trap Lavatory Wasuntain Receptor, indirect waste Sinks Urinals '1 Y: Water Cloy:;. Building sewer and each trailer park sewer Rain water system — per drain (inside building) ii Water heater . ;''ir vent J ' Industrial waste t,-atment interceptor, inclu.�-'; - trap and vent, except for Y+: hen type grease intercepto '" Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen (>750 gallon capacity) Repair r" alteration of water ping and/or water tre:ent equipment Repair or alteration of "<. drainage or vent piping Medical gas piping system serving 1-5 inlets/outlets for a specific gas Each additional medical gas inlets/outlets greater than 5 o • ckflow protective evice other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1-5) • Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H:1Applications\Forms-Applications On Line12010 Applications17.2010 - Permit Application.doc Revised: 7-2010 bh Page 5 of 6 Parcel No.: Address: Suite No: Applicant: 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.Tukw ila WA. gov 0223000010 349 TUKWILA PY TUKW I -FLY SEATTLE RECEIPT Permit Number: Status: Applied Date: Issue Date: D10-296 ISSUED 11/01/2010 04/11/2011 Receipt No.: R11-01705 Initials: User ID: WER 1655 Payment Amount: $63.00 Payment Date: 08/08/2011 11:55 AM Balance: $0.00 Payee: WILLIAM ADAMS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 006101 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 63.00 Account Code Current Pmts 000.345.830 Total: $63.00 63.00 doc: Receiot-06 Printed: 08-08-2011 Parcel No.: Address: Suite No: Applicant: 0 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.TukwilaWA.gov 0223000010 349 TUKWILA PY TUKW I -FLY SEATTLE RECEIPT Permit Number: Status: Applied Date: Issue Date: D10-296 ISSUED 11/01/2010 04/11/2011 Receipt No.: R11-01526 Initials: User ID: JEM 1165 Payment Amount: $63.00 Payment Date: 07/20/2011 04:11 PM Balance: $0.00 Payee: SKY ENTERTAINMENT LLC, BILL ADAMS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit card VISA Authorization No. 003615 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 63.00 Account Code Current Pmts 000.345.830 Total: $63.00 63.00 doc: Receipt -06 Printed: 07-20-2011 0 • CCity of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 0223000010 Address: 349 TUKWILA PY TUKW Suite No: Applicant: I -FLY SEATTLE RECEIPT Permit Number: D10-296 Status: APPROVED Applied Date: 11/01/2010 Issue Date: Receipt No.: R11-00691 Initials: User ID: WER 1655 Payment Amount: $19,755.34 Payment Date: 04/11/2011 03:18 PM Balance: $0.00 Payee: SKY ENTERTAINMENT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2068 19,755.34 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 90830402.5000 5304.XXXXX 90330109.5000 5301.XXXXX 000.342.400 000.345.830 640.237.114 104.367.120 11,470.00 2,615.80 1,889.69 252.50 49.25 4.50 3,473.60 Total: $19,755.34 doc: Receipt -06 Printed: 04-11-2011 CitO of Tukwila, • Department of Community Developm en t 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www. ci. tukwila. wa. us SET RECEIPT Copy Reprinted on 11-01-2010 at 14:03:21 11/01/2010 RECEIPT NO: R10-02206 Initials: JEM Payment Date: 11/01/2010 User ID: 1165 Total Payment: 12,826.91 Payee: SKY ENTERTAINMENT, LLC SET ID: S000001445 SET NAME: Temporary Set SET TRANSACTIONS: Set Member Amount D10-294 D10-295 D10-296 TOTAL: 1,010.36 4,361.05 7,455.50 1,010.36 TRANSACTION LIST: Type Method Description Amount Payment Check 2018 12,826.91 TOTAL: 12,826.91 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 12,826.91 TOTAL: 12,826.91 INSPECTION RECORD Retain a copy with permit INSPECTION NO. • PERMIT NO. CITY OF TUKWILA BUILDING. DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ' (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Oto Project: ��j -r\----(,0 alt 2.6(2, Type • Inspfec io i �cA k ii q Ae a'+ e Ale ( I-tc u ILS j 1 +/v Address:7 1�- r61/4/-14 Ph ,N -F _S -L e-411IL A.,. Date Called: n & let t Special ins ructions: d / Date Wanted: . / aa..mm. Requester: . Phone No:'• Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: -r\----(,0 alt 2.6(2, q Ae a'+ e Ale ( I-tc u ILS A -.,t e L r.. , Al A_Il r.k P M. cJ9-t ,g,-, . ( 6. r61/4/-14 Ph ,N -F _S -L e-411IL A.,. v •1 1. F .. i itet) r n & let t „dow.. 11111111111 • • •M a REINSPECTION FEE REQUIRED. Prior to next inspection. lee .must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. . •.> ”` INSPECTION RECORD Retain a copy with permit D(o-2q INSPECTION N0: PERMIT NO.<1' CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: —r --C 1 `. l ( -_,,_ n A' -a - 26 Type of spection:+ /� ., Ai A 1_._ !->v jj ' i �'I Ad • res4 -( Asea(( JF 4eQQFJ& . s ti Date Called: 3 e,A-c4e,SS.�`• •v/Tel -{ Serv,' � r-04 Atv r) Special Ins ructions: i Date WanXed:./ Fr '-'14:` j a.m.. P.m. Requester: r , C it4 eTP ` 1 Lr 1, Aes Phone No: Approved per applicable codes. Corrections required prior to approval. a COMMENTS: —r --C 1 `. l ( -_,,_ n A' -a - 26 Pte': Ait ATP' gdAL-- , i r ', MT4l/ u -( Asea(( JF 4eQQFJ& . s ti 2_ -T--A 3 e,A-c4e,SS.�`• •v/Tel -{ Serv,' � r-04 Atv r) A act-) DM Ai e. 2 g - S: lc if 1A10/4:'‘ G DA ' aA-C LI -T- C it4 eTP ` 1 Lr 1, Aes le T e_ �c SLee.,i r e �.Q� To SINN Ze J '. �a-Q rod r• pector: Date: (T G c.‘ n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 11? INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 le. (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project -- ( \ifType of Inspection: it6 Ad essDate JIB / JIC i14t, /Date Called: Wanted: O i z_ — t' m. .m. Special Instructions: --.7 Requester: P h sarolo: --i E117 —114 k5 Approved per applicable codes. D Corrections required prior to approval. COMMENTS: ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be 1-1 paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDINGt\DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ft, (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project Type of Inspection:/ L ' j 6 ,I ... OA --+i A fires;: ...ry k Date Called: Special Instructions: / i Date Wanted: - Ii -- ((p.mP a.m. Requester: /i , € t l✓ 1.' .,,s.. •f L ,4 e. Phone No• i__ r ( , t ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: L ' j 6 ,I ... OA —(7) 164A (...- ,�- ; -- [(P d r 0 e-Aaare .r Z6.1-41 1---ei /i , € t l✓ 1.' .,,s.. •f L ,4 e. �r t i i__ r ( , t i,.1 A 7---i2 f `. f ' . f f InspctoE . 1R INSPECTION FEE REQ Date: t . Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .a -ittzfo INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION le - 6300 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project pi Type oflnsp�e j IS Addres : , ` Date Called:: Special Instructions: Date Wanted:?- 3-- f p.m. Requester: Phone � 13 J — 7 0 (` / 1(4 S Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 1' <� ' ) 7)cJf Inspec Date: Er� El $60.00 REINSPECTION FEE QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1) PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:77. l t Type of nal + A dres : •.-. ictikiDate Called: Special Instructions: .i lk-eCi•I' Date Wanted: 7 - ?„,../' 'rp "ate P.m. Requester: i _____1,)K- hone No: Approved per applicable codes. El Corrections required prior to approval. -co MMENTS:�/ ( t A • + ________....._5_ lk-eCi•I' r•-10 ( le _____1,)K- 3K- &NJ bf •ni s J: i —Sc Utx:. .s.),JT s c c. :' _y.' rt e r i ,/‘• r Ar 4 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 . —IL . .. INSPECTION RECORD *-r . • (-71 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 fe.... (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Ot •. Proje Type of Inspection: kik) Address:.Date 34_A‹ DAI te—tJ Called: - ,, Special instructions: . 1 Date Wanted7 2-5 -1( P.m. Requester: _ Phone No: O45 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: . , D . OK- — iitA-'re-) e_A LJ ut-‘ ,,414,r 145 -eco- - i r7) Jr-- ---* A a C 8,-,/ i (4:- soke Inspec r: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee rn'ust be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. -.�.� .,....._fes; ... INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 • Permit Inspection Request Line (206) 431-2451 Dio Project: fi Type of Inspection. 6. Address: // Special Instructions: fDateWanted7.y9��" Date Called: U. (" �/ 1 p.m. Requester: Phot 5 3 -31r/ -7 S7& JApproved per applicable codes. El Corrections required prior to approval. COMMENTS: rt `P P'°`' 4 ((t SL4,f--1 Imo.- ‘..--64 -er Inspector: Date:--? Z/ -- REINSPECTION FEE REQUIRED. r to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N�SP.EC�,;TI N S RD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:--.Type ft ..of Inspections ekA t %ice Address: Date Called: , i Special Instructioi • ARequester: k '- C k -e--S 0-4-1A 0A Date Wanted:'— "^ '1R --if Pm Phone J G - l .FaO ` ci.� t05 pproved per applicable codes. ElCorrections required prior to approval. 8.1 COMMENTS: D AISTW 41\rena 4 ,v._ c"J-ef e t g Z s n �' /`„_ L..5 f' }c C..2 iT. J n (C. _ k '- C k -e--S 0-4-1A 0A . - 6.-13J -LI 6 rr.. 'r 3 . ! 7l.)J 1 _ ,,S1i. r1. WI /A) _r. J.\ ,-)F ici A.. Tr1d - ,=,L- s 61 .re ,.,..! e C iki moi► L_ M � ')4 i ed. ctg,. nspQctor: Date: �, REINSPECTION FEE REQUIRED. Pri q r to next inspection. fee must be paid at 6300 Southcenter Blvd.. Sui 100. Call to schedule reinspection. r.--rv.+a•v. ev -. +"" Vic.: ,Tw. ,.Xy-• . " .:nv- •e5+:, i. c- .r , +- aig INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 • VI., (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project; A Type of In3pect`u: SG rem ` pJ). --. i -s `` 1442‹14.,. Address: 311 1 T t4) JJ Date Called: re w s nye-' ; eJoritl Special Instructions: Date Wanted:1 f(J (/,pa, p.m. Requester: `r 'N PtlOr, No:_ r 76140— C. L__1 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: ? T 1 A4 Aor vJ4( SG rem ` pJ). --. i -s `` 1442‹14.,. i- lc c..0,J f iia --tAv P L1 r 0 re w s nye-' ; eJoritl 17)01ses or\ rtri? 0,41,05 .,A, (c- ,a ,n1 v/ --k. !- , A `r 'N ?I- b v l>f) tiff *-9 p.c LV, 1-.ns� (', a r ...--- _ ` P il�.LI n P g fr 64 ,&e/''s Insp-ctor: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. pl p--29qc, [di I INSPECTION RECORD Retain a copy with, permit INSPECTION•N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prajec�t;,,�r• Type of Inspection* t Date1 , (4_ Add3si) i ate Called: dr i Special Instructions: — Date Wanted: 1_(4_..-(( ' �a.rrd. p.m. Requester: Ai k eit p A- t ( f)/Z.f Phoney IA)Ktk c Approved per applicable codes. Corrections required prior to approval. COMMENTS: t ' J . Ar(J.\. tLie Me Date1 , (4_ 0e.n'"TY-ix 1 ..)As e .1 s--.,-.__ - ersA e k l u k pt e -A "Jtd.J OS dr i .(-.n1.0 r�. I- kJ( Aff. - _t (A`Ce ; IN r .,--c-‘. %, ,r it_le.k Limo( LZ) I i ,(Jcl r-- ,-)r SL, 6. (e_ A/3cc ie T: ki Ai k eit p A- t ( f)/Z.f V. AJ K r' d -lam )_J 1 1 ►(e AL; .4'1 IA)Ktk c A Ins p ctor: .ANIF Date1 , (4_ REINSPECTION FEE REQU R . Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. r gY-y:y :7 - K:"?7 at .Trf C. .Y':• ••. ' - •.' INSPECTION RECORD Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 �R(206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project Lam. Type qf Inspection:. A Al41-G Address: 349 + _ Q r 'AL/ �C� 1Date Date Called: Special Instructions: — 1 Wanted:,- _...ai - I-4, lc P.m. Requester: Phone (.q( —ECI 1 ElApproved per applicable codes. Corrections required prior to approval. 7 ri 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) 431-2451 c-1 Projec-F— .c..L- --0 Type1o,f,,I,� �p ct'on: W 3 (-- i.4)v 41-r- 10 et J) v /V( g j Adje5 v l` /,. t--�n 5 cJ 3 n Date Called: 4...,3/\)L -y— y c T ci r — Special Instructions: Instructions: f p,t'l c t�Jr � � Date Wanted:_ l /-. a.mj (r p.m. Requester: Phon No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: St - 3 (-- i.4)v 41-r- 10 et J) . '' —,a r kir 634 r) d i\___ t--�n 5 cJ 3 n 4...,3/\)L -y— y c T ci r In pectora \i Date:1 13'(' REINSPECTION FE REQUIRED. r r to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. pr Pval�:.�s,; •. r-�•-a:..: •�+- ::sA'a';W�!'i-.'a',' fn`.: -:'..•. :-ar:.r� - _'•� �t -F• . 117 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 f_ (206) 431-3670. Permit Inspection Request Line (206) 431-2451 Project F/ lfn ti,a Type of Inspectiot: A , Ato i Address: 3-4' T' p4rJ4v_ Date Called: • -, 4 Special Instructions: a AJ AA --- )1 Lei( :� ' Date Wanted: / a.m. 1 S a' Requester: Phone No: .. An • ov icable codes. a Corrections required prior to approval: • OMMENTS: S p:rA lfn ti,a 7 OD P '1' w o^ -�i rt? -.o*� a AJ AA --- )1 Lei( :� ' ' f b L • i.49 1_ 1 S a' �.tl , j, f sr -e i' f :. gl, v __ f /fir) -.JC i, I J d f .�. 5 1) 3 - 'Lr L' .A ! .P `T( . /;( )1I ,t -Are.?)( +V) i ' C `i) r'j 1 a ,tom a (AY P lif It •. h . Inspec r: • Date.• • • "—I REINSPECTION FEE REQUIRED. rior to next inspection. fee•myst b� paid at 6300 Southcenter Blvd.. uite 100. Call to schedule reinspection. i+: • l INSPECTION NO. INSPECTION RECORD Retain a copy with permit aro .igfr PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: _.� �..L— -- �' Type of Inspection: Wktk t.. s' ( )). Addre ss: - p4) -Al � Date Called: Special Instructions: Date Wanted: -7 ---7 •—r1 a m..y p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: 10 Corrections required prior to approval. A/7'01 -(n l914-- c...„(0 Li- 15 1r" 9I, Le!t.' i • nspectg1 Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: ,' ^';:' # �S INSPECTION NO. INSPECTION RECORD Retain a copy with permit 01(9.7._% PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec f Type of Inspec p: i dCn � (/l . i Date Called: Address: JUR L p A'`'4 Special Instructions: Date Wanted:. 7 41 f a.m Requester: . Phone,(- 35( -8'7'74 Approved per applicable codes. Corrections required prior to approval. COMMENTS: AJA( Inspect Date: REINSPECTION FEE REQ !RED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection...w; i .." t s r� r egL .�9'9 i�r: i'=:i•. • . r.T '.. :'r '. Att4INSPECTION RECORD Retain a copy with permit INSPECTION NO. bio -2-1(0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ProjectType �-� i'( 0 J ( - Lk) PO - J I–i--. F J : ,, [t . — ?p_, pwrili,f )?45 o nspecttiorc Addres : �� 1 U is r7—DateWanted:7Special Date Called: r l ( a P.m. Instructions:r, f7Requester: Phone col 1 8 (0- O4 (e...5 Approved per applicable codes. aCorrections required prior to approval.. COMMENTS: s P AJ 't. 'AI Apra a df �-� i'( 0 J ( - Lk) PO - J I–i--. F J : ,, [t . — ?p_, pwrili,f )?45 _r ('t (, P. S) I b o � l r id-0�/.l 1. 6r ILo.,11--.. P , i-\4 l pri,J 1 . 6V--- vim- .S -,No 1 41-;"A).11 ,§,-z X -S 0-e.- s 'r-- =-e • . f • 1- : 1k ,• .F: ri REINSPECTION'FEE REQUIRED'.Prior to next inspection, fee must be" :'t paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection:'. • INSPECTION RECORD. Retain a copy with permit io= 440 INS'ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION c" 6300 Southcenter Blvd., #100, Tukwila. WA 98188 �' (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project.:----, r / Type of Inspec�tio�^ Address:� (UK Kili) Date Called: Date Wanted: • '�..r ,, c ap.m, Special Ins ructions: t4 - Z�.r" (� Requester: PIM -18‘_o4(5 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: -f 'ik.4 A,,i1 p1 o J /1 C ` (fir i' - i r 4,)AAA3 v___- •c••.6 r --- P ( '0 . R•14 M J,1 'T 1(0)r- MC3 3V , e J 'C I 4,kA C n - • w....� V AA Nall / om _ <IA e r 0 C...k_ 3 n A Ci .. s, - f ?ehI !%. 1.14, C. AJ((* (.)-O(4,063\Afi AdtQ Pe_A ).,ts 0 P An D .r.- --)e ;k_ )& P -C. , . C Inspe tor: Date: 1 F-7 REINSPECTION FEE REQUIRED. Prior to next inspection: fee must be "- paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. `.': -' . :', • .__ - •. t ,. -- ....ter•_ --%.!a Ns._._... -Lona INSPECTION NO INSPECTION RECORD Retain a copy with permit' ` PERMIT NO. CITY OF TUKWILA BUILDING it 6300 Southcenter Blvd., #100, Tukwila. WA 98188 12 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Dto Pro 6:11,41-\-dfl at.L Ca f 13S. A nspection: Type ?rftrtk;rk6 Address: -4' _ (� I v K • D.Jrf`` A) Date Called: Special Instructions: i .2J\. • a w ( .} A . h '� . .A.2+. Date Wanted: (.0-2-9-(1 -''wry p.m. --C, . Requester: Phone No: (� 70 CO —1. 1 140-5 Approved per applicable codes. :orrections required prior to approval. -- COMMENTS: 1 (.e - R-4 cit Area s 6:11,41-\-dfl at.L Ca f 13S. A nA.r't1,a (!J,! 4..1 i n�, A-R.,)vk..... (--.A. i,J6 i z,,)J r ()A—I--; 1 A-&( .2J\. • a w ( .} A . h '� . .A.2+. A -U ' ti . i e'‹- P eJ ' 1 r ! A- I / 11C. IA's r --. 6- P_ t) 1\ &Ill St1 --C, . Ins, ector: _, G �� n REINSPECTION FEEREQUIRED. Pri r to next inspection, fee must be Date: Z - r paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. W..,. if; '.."'"°"tn—wis `. . 41'1";', �a•n:•w q�;.-.� r ;.:. ..•.^•.7,r .. .. •'•-•.3 -. - -. 0.. BiC INSPECTION RECORD Retain a copy with permit INSPECTION NO. Dio-V PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: -Ply 1 r—.�►1 Type of Inspection: c..._,w& Date Called: Ad ress: {,- 11. + Special Instructions: Date Wanted:. 4 - 21-1( a.m. rimRequester: • Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ioAtri AA A grd t i.4 - v. A/ UA--‘ if (fit_ G. L, a 1 ;�- r A 6 • Inspegtor: Date: 2.4 W J • REINSPECTION FEE REQUIRE! . Prior to next inspection. fee mustbe:. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection?•::A; •,; ;.fir r.... .a. .�. ,. -�� :.r -:yrs.• :s:. :•z . 7:: :�::.�� . "." e ; -. [ 0 INSPECTION N0. INSPECTION RECORD Retain a copy with permit Ore -V i PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec Fi Type of Inspection: ' t1[_] AJ Address: 3 q 9 lye Prk rkwAt Date Called: Special Instructions: Date Wanted' n jG r e �'r' p.m. Requester: Phone No: (o- 1 i'(ti ' 04,S C] Approved per applicable codes. D Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection". 'fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ,.... a._ Ir. .reltrairSa r AA INSPECTION RECORD ` Retain a copy with permit INSPECTION 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 l.- (206) 431=3670 Permit Inspection Request Line (206)431-.2451 -2q( Project:._. Type of Inspection: 0. Address:_ 349 1 u k uj Date Called: .. �,r Special Instructions: Date Wanted: `a.m_,,. _�� If ( ( p.m. Requester: Phone No: fl .F( G, --i la_ dal'(os ElApproved per applicable codes. a Corrections required prior to approval. COMMENTS: A••1"• 1 ArdJA_ 5 t e AU fr gtW, 4 45- M t , D , J\A-NI ..S /' A C.: Al f--4. A c 5 _, �i (i (k.) Se.c leu e .-O r(---fA IAA`'‘C.4, i _ of I I REINSPECTION FEE REQUIRED. Pr'or 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 C 6300 Southcenter Blvd., #100, Tukwila. WA 98188 /4 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 6 to j2 co Project: T. of Ipection. i A 47 `mss Address: zDate r i. (.y4- '.� Called: ♦ f pecial nstructions: Date Wanted: 'a:1n (n _ _ 1/ p.m. Requester: ..5. D✓t Phone No: /AO (0 `r-1 VO — Oaf 5 jApproved per applicable codes. Corrections required prior to approval. COMMENTS: kW 44 �Wi ,%j `'.► — ' ' .A ♦ f , - I e. 4 ' ..5. D✓t (-)r-,7-:/v-/( 'J 1 a--(OiC • --SH e --C— .... cf i.6T 6 rt— LJ I Irpecto Dater REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 3149•-247/0 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 y2„.4206) 431-3670 Permit Inspection Request Line (206) 431-2451 Prsitig,L r_, Type of I spection: _ pf Address: , , _. 41 i Li KA i I pArIGAI Date Called: Special In tructions: Date Wanted p.m. Requester: Phone No: 20 (9 -18b- 040_5 LiApproved per applicable codes. 9 6 ElCorrections required prior to approval. COMMENTS: pAls...k 1 i ratif pf 5(3- A4 -i3 (203f ____________LLA___ rspecItszr.L___ DattH REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. .•' 1-v .. '.5r�er� rst[ g+ i•' . , - n: ri b .. ••*,C - ::� r • _ 40° INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 x(206) 431-3670 Permit Inspection Request Line (206) 431-2451 cLo-24110 Projectj_t___ '1� Type a Inspection., f lig Ikk , ik. f� Address:� .�-- it/ 1 ikD Date Called: Special Instructions: Date Wanted:Go �' `„m„ p.m. Requester: PhoOe®y .. ` 9 t IM ElApproved per applicable codes. Corrections required prior to approval. � - ni(r dr\ Inspect r: Date: do _ v REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L..... di I-NSPECTION.'RgCORD:•' Retain a copy with permit "�`" '�-� ' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION _ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 p_.(206) 431-3670 Permit Inspection Request Line (206) 431-2451 L .. Project:Type of Ins ection;: Address s i J lc_ 4r 3Special Date . Called: Instructions: nate Wanted:/ Cot—GP' -[ ( ...m4. P.m. Requester: Phone N ! -7dt. [] Approved per applicable codes. Corrections required prior to approval. COMMENTS: fltri4 ksAlr) J40 (..--bAf JA 3) jrk ItEAJ . �.+,J 6,- I/ REINSPECTION FEE REQUIRED. Prio to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. k . INSPECTION RECORD Retain a copy with permit INSPECTION 0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431=3670 Permit Inspection Request Line (206) 431-2451 ►� Project: El Type of Inspection Address: 9 Date Called: Special Instructions: Date Wanted: ' -- _ /' . .m. Requester: Phoone No! —2—&4(0S Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: p 14-1 IInspector: °Ai Date: -. , / I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r. • INSPECTION RECORD % Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 � F ,o -2,44,0 Pro'ectt: F. f v Typi�f Ins ectio U i Address: ,,,_ t ✓ ICL40. Date Called: Special Instructions: Date Wanted: a Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: aa..r t{b - CZ flea : ` qOuJ\ 0AL Inspect,Gr: Date: JJ I ] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. MiditikatelftlEgor2-44 .T.,'•--:rte'"."'.=ry.:.e, •1'-'F:•• INSPECTION RECORD{ O - Retain a copy with permit 7" INSPECTION NO: . PERMIT NO. • CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 ' (206) 431-3670..1. •'_•: Project: Type of Inspection: ,.k,"6. cit : A4. Pr re — Addres : 3Aq i K • r� Date Called: . SQA (i t u ( A- M:,, 4.‘-,i_.41 494 7 Aft-vilei iiiii i kt 4.,IJA., AO of -.1 Special Instructions: d — ( Date Wanted: �^1 5-.'%:J —if r a.�L p.m. Requester: Phone No: Approved per applicable codes. •vl Corrections required prior to approval. • COMMENTS: A�r u- ,t ev `e -LAI 6e.l Ail -t, - � tIM;.A. •ice, ALL 0dre if) A f2 in DM, P.. e.J�G..Q aJ v /,E'4 ,fa 0--;• A &t I -C-1-- (e A v M PA . ( =e Tie )/Z.J MA : P 2.0oN,. r t6f r0 SQA (i t u ( A- M:,, 4.‘-,i_.41 494 7 Aft-vilei iiiii i kt 4.,IJA., AO of -.1 j .---1--4-",t,L,K .S A„ d YCe 1 ,016iit 4- A Q o d l G (A t/ rej, aT" 'Tine Da 3/4 (r ikP ele • J ,L• kt -( l kve f'44 -v: C oishi J -OA e c A -d ( L `it, Q AA(,$.- • df- /2 f__ Date: t`7 f n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule. reinspection. • • • • • RtIr..-y::.+evy .pr., 1' '''.'"Ir -7- „me r.. " .",,,:::I. [INSPECTION RECORD Retain a copy permit ermit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 i-- • Dib -2,67( Project^,.._ Type of 1 spection:.-- / we AdIss„1 K—• rAl 1<-6t7 Date Called: Special Instructions: Date Wanted: /, �' f *a.m, Requester: Phone N 240(P (P — 'fig, - 04 (its -- 0 Approved per applicable codes. DCorrections required prior to approval. • 604 COMMENTS: f. �{ 4 xr p r 6,/vt? 4 :ott r --,NN i\e\ — a A -1.-1‘r44 0 pal (') w AA Ls 4 E4. 4 GI ob t \ k i rA AN'f V - T e_i- o'L ..'e /V L , O \ ()1 6,9J J t l) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • 1 a M ..yl .•J • 1 Ft . • _ .I.NS�PECTIO111arFTELGOR[3ri�y . r- , ytµ'F4'I .c �'! ... •. S, i +s. 1. ►, ' .. Retain- a. copy.. with pem4it `• "' _ a ,:;.• INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION' • . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 . (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection: Address: j 301 T . pay Date Called: x (12.111 Special Instructions: Date Wanted: �' 2 /f Requester: Phone No: LJ Approved per applicable codes. Jj Corrections required prior to approval. COMMENTS: linspector: Date: ?1 l z f �] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retaina copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUIM/ILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa: 98188 206-575-4407 Project:_ (� t N/ 1'/ Type of Inspection: �'� FA F h4 1 IJCpY/K Fs .,14. f j'� '<. 1 , 1 Irc ► iN,,,i Contact Person: + Address: 34 ci Tvkt.. ;l c, Suite #: Special Instructions: Hood & Duct: Phone No.: [Approved per applicable codes. Corrections required prior to approval. COMMENTS: F A- r=; I o t< %moi tic FL -11%A I 04-` Needs Shift Ins section: `' Sprinklers: Y Fire Alarm: Y Hood & Duct: A) Monitor: 54-to,IllSS-eQ.. Pre-Fire: Permits: j*4- Occupancy Type: A —3 Inspector: Arytiri I Date: k_./.)--// Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Fom.Doc 6/11/10 T.F.D. Form F.P. 113 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Dia- 2-7,4 1:59 7 •PERMIT NUMBERS CITY OF TUIM/ILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: _' chi, Type of Inspection: sp,+• JEI.e ..z C�+7.1.4. Address: 349 7:-./1,,,,-/A., AALie L...r Suite #: Contact Person: Special Instructions: Phone No.: ,p•9<<'i. M Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: • . 0 C 6.vesyi.'ort.S. )J 1 3� X:141 -kr -o4.412.4././ ,d ,® �reG. Az- , Com„14,1 p i.e.-4. t. . ` " " . yr Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: F-23 Date: 7/) y4, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule.a reinspection. Sillin • Address Attn: Address: Ci , Company Name: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • •-•1' r • • �? •\� INSPEC'130N NUMBER INSPECTION RECORD Retain a copy with permit xi� .... .-.... .. • PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT • 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:GAR ar. T -9--. .' Type of Inspectio .l, SP Co 1-"E ,. iT Address: 3 Yq 7 Th,fr i‘ f Suite #: ¢4 y 0 Contact Person Special Insktructions: Occupancy Type: Phone No.: Approved per applicable codes. r (J orrections required prior to approval. COMMENTS: .' Fire Alarm: Sera-* a : 5i.• Monitor: bil-D /07_3_____2_1/,_5-O0 Permits: Occupancy Type: 746 04-0 -Ok 1, KO i') tyA:1 kt you -4r 4-0 door ' O. Pi Di) E6 L - ''LIS 1- r'/ot . PR-ov, c) ,e. A s - b LA(1 t —lb "T4.(Gt,Jr / 4 'r -e_ lir' -PuZq C t-a--cik P/i 5 IA d t ki' 0 w4- , t'- 1 e fro, i1)De .1`Y Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /, Date: 23( c i 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 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit //--- "'77 1) - c9 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:Type a. - , y of I s eti n: wed Address: 3y' Suite #: Ta .' IA 1eg Contact Person: Special Instructions: Phone No.: pzA pproved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: ' Sprinklers: Fire Alarm: _ Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: c_a... Date: 4/9/j/ Hrs.: n $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: 4t Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • } • • .1, • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 135607 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date IFLY - Indoor Skydiving — The Annex at Southcenter 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: Job Number: Client Address: RECEIVED MAR 21 20111 COMMUNITY DEVELOPMENT 11-0031 349 Tukwila Parkway, Tukwila Remarks Bob Schaefer 2/15/2011 Copies to: X Client X Architect X Engineer Arrived at Haskell Steel Fabricators — Jacksonville to perform in progress weld inspections. Upon arrival at the shop, this inspector was informed that structural fabrication was on hold and scheduled to begin on 2/21/2011. Parts ready for shipping were miscellaneous embeds and anchor bolts. The embed welds were visually acceptable. All were to ship to the site on 2/17/2011. Reference Standard Used: AWS D1.1-10 Conforms Contractor X Building Dept. Technical Responsibility: alter C Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 126184 Project: IFLY - Indoor Skydiving - The Annex @ South Center Permit Number: D10-295 Address: 301 Tukwila Parkway, Tukwila Job Number: 11-0031 Client: IFLY Seattle Indoor Skydiving Client Address: 349 Tukwila Parkway, Tukwila WA 98188 Description Grade: 60 Manufacturer: Addison Type of Bar: ® A-615 ® A-706 0 N/A SDQ Steel: 0 Yes 0 No Inspector and Date Structural Elements / Location / Grid Lines Jerry Graham 3/8/2011 Performed inspection of reinforcing steel placement for the plenum slab -on -grade. The reinforcing steel for this slab is properly installed in accordance with approved plans, with the following exceptions: Top slab reinforcing steel is missing at grid lines 5-6. Inside face wall dowels aren't installed yet. Exterior wall dowels are missing in SW and SE corners. For access, the contractor placed non-structural "rat" slab, below the structural slab. The structural engineer Blaze Bresko, of Swenson Say Faget, e-mailed a letter approving this if bottom clearance of 3/4" is maintained between the rat slab and reinforcing steel. The rat slab currently extends to the bottom of reinforcing steel and wall dowels, in most places, and over the bottom reinforcingsteel in many places. The reinforcing steel has a significant amount of dried concrete on it. This should be cleaned off before concrete placement. Does Not Conform Copies to: X Client X Engineer Owner X Contractor X Architect Building Dept. Others Technical Responsibility: alter .. • nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Foim No.: ADMIN -63-02 (Rev 11/08) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127273 Project: Address: Client: CONSTRUCTION INSPECTION REPORT IFLY — Indoor Skydiving — The Annex @ South Center 301 Tukwila Parkway, Tukwila IFLY Seattle Indoor Skydiving Permit Number: ()/Q 2 9f, Job Number: 11-0031 Client Address: 349 Tukwila Parkway, Tukwila W Inspections Performed Proprietary Anchors: Steel Decking Other (specify): Facility Audit X • Anchor Bolt Installation Structural Steel Fabrication X • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection Inspector and Date Remarks Bob Schaefer 1/24/2011 Haskell Steel Fabrication, Jacksonville, Florida, is an AISC certified fabricator, in the "Standard for Steel Building Structures" classification. On the above date, Otto Rosenau & Associates, Inc. (ORA) visited the Haskell Fabrication Facility to verify the shop's capabilities and that the quality system is in place and functional. At the fabrication shop, this inspector met with Haskell's purchasing agent, the director of steel fabrication, and the quality assurance coordinator. Material for the project, at the time of our visit, is being receipt inspected, marked for tracking, and brought into shop for sawing. No parts being welded. The quality level will be Haskell's "standard default" tracking through the various stages of fabrication. It was noted that Haskell Steel has fabricated 12 of these skydive systems, over the past 5 years, for Skyventure. This inspector observed the working QA/QC functions on other projects. Haskell has assigned this project with their job #299. The weld procedures and qualified welder list is in order, the QA coordinator holds ASNT certification in the UT, MT, VT disciplines, and knows that all CJP (complete joint penetration) welds will be examined by NDE (non-destructive examination) volumetric methods, and all welds will be 100% visually examined. A certificate of conformance will be supplied at the completion of fabrication. It is our opinion that Haskell Steel has the personnel, procedures, and equipment to perform this steel fabrication, for this project. Copies to: X Client X Engineer Owner Contractor X Architect X Building Dept. Others Technical Responsibility: t It r . Haect 1 9r This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-02 (Rev 11/08) FILE COPY 7730 Leary Way Redmond, Washington 98052 Permit No. PHONE: 425-216-0318 FAX: 425-216-0329 Jensen 1 Fey 4.-4xc&ltcctad fP&L piny ARCHITECT'S SUPPLEMENTAL INSTRUCTIONS CONTRACTOR X❑ PROJECT: I -Fly OWNER: Bill Adams TO: Rushforth Construction CONTRACT FOR: General Construction CONTRACT DATED: OWNER ARCHITECT CONSULTANT OTHER ARCHITECTS SUPPLEMENTAL INSTRUCTION NO: ASI #92 DATE OF ISSUANCE: 7/22/11 ARCHITECT: Jensen Fey Architecture ARCHITECT'S PROJECT NO.: 1009 0 x❑ 0 X❑ REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 8 2011 A'kV- City of Tukwila BUILDING DIVISION Description: Provide and Install hollow metal doors and frames at service level per the details in the attached ASK 140 &141. Door at west wall to be cut down to 6'-0" high. Both doors to be 3'-0" wide. Attach metal siding to face of door to match adjacent. Door hardware to consist of keyed cylinder at exterior face. No latch. No closer. Three (3) safety chains to be installed across opening at 18", 36" and 54". ISSUBY: , Jens, n/Fey Architecture & Planning 41eh. .1i►r Arc i ect ATTACHMENT:ASK 140: 141 RECEIV 9 REVISIONS No r'hanpes shall be made to the scope cf 1 -_•irk without prior approval of ukwila Building Division. N.77:: isvisions will require a new plan submittal nc1 muy include additional plan review fees. 1 TY OF TU LA ,II IL ti 2011 CI PERMIT CENTER REVISIINit) 0-2 Head Detail Existing 8' Puriin 1 w/ I—Beam 5797 Below 1 Z—Clip 0 0 M Threshold Detail 8 0 U is 6' Metal Stud Boxed Header Metal Door Frame HM Door Existing Grate 4' Steel L—Angle Existing Steel Grate Hold—down Metal Siding w/ Closure C—Channel Perimeter Trim Metal Siding SAFETY CHAIN EYE—HOOK; (1YP OF 3) Weep Hole 0 C—Channel Alum. Threshold Flashing W/ Drip Edge Align W/ Purlin Above Metal Siding W/ Closure REGI FI CORNET ° STATE OF WA FFV nN REVIEWED FOR BODE COMPL ANCE APPROVE D AUG 0 8 2011 City of Tukwila 113UILDING DIVSION REC apt CITY OF KWILA JUL 2"2011 PERMIT ' ENTER Dif Jensen/Fe Architecture and Plon 7730 LEARY WAY NE REDMOND. WA 98052 1EL 425.216.0318 FAX: 425.216 0329 TITLE: FIRE ACCESS DOOR AT SERVICE LEVEL PROJECT: ging I— FLY SEATTLE ❑ REPLACE DRAWING ❑ NEW DRAWING NO. ASK -140 JFA PROJ. NO: 1009 °ATE7/22/ 1 1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 08 2011 HM Door Frame 6" Metal Studs Jamb Detail L[ C—Channel Trim Metal Siding Door in Open Position C OF TUKIIILA JUL 2 b zoic PERMITCENTER Jensen/Fe Architecture and Plan 7730 LEARY WAY NE REDMOND, WA 98052 111: 425.216.0318 FAX: 425.216.0329 TITLE: FIRE ACCESS DOOR AT SERVICE LEVEL yROJECT: -ung I—FLY SEATTLE ❑ REPLACE DRAWING ❑ NEW DRAWING NO. ASK -141 JFA PROJ. NO: 1009 DATE7/22/1 1 ]if 111.1saggesee 4 --5414,MSWIW REVIEWED FOR E COMPLIANCE _APPROVED EX I TING -sr AIL • • 0 8 2011 ity of Tukwila s,a BUILDING DIVISION 1,1 ... . I. .IL . I. . L - - - -1 - -. I-1- MQY A LA JUL2bZ011 PERMIT CENTER TITLE: APPROXIMATE LOCATION OF SERVICE LEVEL ❑ REPLACE DRAWING FIRE DEPARTMENT ACCESS DOORS 0 NEW DRAWING Jen sen /Fe�dROJECT: Architecture and Planting I- FLY SEATTLE 7730 LEARY WAY NE REDMOND. WA 98052 TEL: 425.216.0318 FAx: 425.216.0329 NO. ASK -142 JFA PROJ. NO: 1009 DATE: 7/22/11 )it t , 5.8 l S , Q IEWED FOR COMPLIANCE PROVED 0 8 2011 of Tukwila ING DIVISION CITYOFTSIA JUL 2 ti 2011 PERMIT CENTER Jensen/Fe Architecture and Plan 7730 LEARY WAY NE REDMOND. WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 TITLE: APPROXIMATE LOCATION OF SERVICE LEVEL ❑ REPLACE DRAWING FIRE DEPARTMENT ACCESS DOORS ❑ NEW DRAWING NO. ASK -143 'ROJ ECT: ling I -FLY SEATTLE JFA PROJ. NO: 1009 DATE: 7/22/11 J f July 19, 2011 Mr. Bob Benedicto, Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188-8548 Re: I -Fly Permit No. D10-296 301 Tukwila Parkway Clarification on Stair Tower Exterior Wall Type Dear Mr. Benedicto: CODE COMPLIANCE APPROVED JUL 19 2011 City of Tukwila BUILDING DIVISION In response to a correction notice recently filed by the inspector for the above referenced project, The following is my interpretation of the fire rating requirements for the exterior wall at the north stair tower in the above referenced project: I.B.C. Section 707.4 Exterior Walls states that "Where exterior walls serve as a part of a required fire resistance rated shaft or exit enclosure, or separation, such walls shall comply with the requirements of Section 705 for exterior walls and the fire resistance rated enclosure or separation requirements shall not apply. Table 602 indicates that the fire resistance rating for exterior walls in Type II -B construction for A occupancies shall be 0 when the fire separation distance is greater than 10'. If you have any questions, please don't hesitate to contact me. Sincerely, avid Fey Jensen Fey Adc.biteture and Planning DI° 21.1(P ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 July 17, 2011 Mr. Bob Benedicto, Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98] 88-8548 Re: I -Fly Permit No. D10-296 301 Tukwila Parkway Clarification on Wall Types and Penetrations Dear Mr. Benedicto: REVIEWED FOR CODE COMPLIANCE APPROVED JUL 19 2011 City of Tukwila BUILDING DIVISION 40611.141111.1116 In response to a correction notice recently filed by the inspector for the above referenced project, I have issued the attached Architect's Supplemental Instruction (ASI) to the Contractor. Specifically, the inspector as requested that we address the penetration . If you have any questions, please don't hesitate to contact me. incerely, avid Fey Jensen Fey Arch' and Planning D 1 0 -21 (v ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 J V air Jensen / Fey 4.741e1;aLtu:r andP&2& ARCHITECT'S SUPPLEMENTAL INSTRUCTIONS CONTRACTOR PROJECT: I -Fly OWNER: Bill Adams TO: Rushforth Construction CONTRACT FOR: General Construction CONTRACT DATED: x❑ 7730 Leary Way Redmond, Washington 98052 PHONE: 425-216-0318 FAX: 425-216-0329 OWNER ARCHITECT CONSULTANT OTHER ARCHITECTS SUPPLEMENTAL INSTRUCTION NO: ASI #89 DATE OF ISSUANCE: 7/17/11 ARCHITECT: Jensen Fey Architecture ARCHITECT'S PROJECT NO.: 1009 x0 x0 Description: Note that the following shaft enclosure walls are to be constructed as fire barriers complying with IBC Section 707: 1. Elevator Hoistway 2. Elevator Machine Room 3. Stair Tower 4. Return Air Tower Walls 5. Primary Diffuser Enclosure Wall Penetrations of fire barriers are to comply with IBC Section 713. Attachments: A002. ISSUED BY: , Jensen/Fey Architecture & Planning Architect J f July 15, 2011 Mr. Bob Benedicto, Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188-8548 Re: I -Fly Permit No. D10-296 301 Tukwila Parkway Fire Safing Dear Mr. Benedicto: REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2011 City of Tukwila BUILDING DIVISION In response to a correction notice recently filed by the inspector for the above referenced project, I have attached two details for the joint system to be used at the head of our one -hours where they intersect the fluted deck above. Specifically, the inspector as requested that we address the compression of the rock wool material included in that joint system. We have two wall conditions being addressed: 1. A one-hour wall comprised of one layer of 5/8" type X gwb applied to each side of 3-5/8" metal studs. 2. A one hour shaft wall comprised of two layers of 5/8" type X gwb applied to C -H studs having 1" shaft liner. In each of the wall conditions, we have specified that the 5/8" gwb is to be castle -cut to create a maximum joint width of 3/4". Again, in each case rock wool insulation is being compressed into the flute cavity above the ceiling runners. The attached UL Assemblies indicate that the rock wool is only required in the shaft wall condition and in that case, it is to be compressed 50%. However, in that rated assembly, the drywall is not presumed to be castle -cut, the nominal joint width is 1- 1/2", and fire caulking is not being used. We believe the provided details meet or exceed the referenced UL assemblies. If you have any questions, please don't hesitate to contact me. erely, ey Jensen Fey Architectu Planning t'to -2.i(, ARCHITECTURE PLANNING INTERIOR DESIGN Jensen Fey www.jensenfey.com . 7730 Leary Way, Redmond, WA 98052 . PHONE 425.216.0318 . FAX 425.216.0329 L D SECTION FIRE CAULK - MAX. 3/4" JOINT ROCK WOOL COMPRESSED 30% FIRE CAULK ROCK WOOL COMPRESSED 30% 5/8"TYPE XGWD 5/8"TYPE XGWB FIRE SAFING @ 1 HR. FIRE BARRIER ONE HOUR (MIN.) FIRE RATING: UL# HW -S-0044 lit Jensen/Fe Architecture and Plan 7730 LEARY WAY NE REDMOND, WA 98052 1EL: 425.216.0318 FAX: 425.216.0329 TITLE: FIRE SAFING AT FRAMED I -I-1R WALLS ❑ REPLACE DRAWING 0 NEW DRAWING NO. ASK -134 X, ROJECT: ging I -FLY SEATTLE JFA PROJ. NO: 1009 DATE: ,7/ 1 8/ 1 1 System No. HW -S-0044 Assembly Rating - 1 and 2 Hr (See Item 2) Joint Width - 3/4 In. Max L Rating At Ambient - Less Than 1 CFM/Lin Ft L Rating At 400°F - Less Than 1 CFM/Lin Ft 1 VI 11 II 11 i 1. Floor Assembly - The fire -rated fluted steel deck/concrete floor assembly shall be constructed of the materials and in the manner described in the individual Floor -Ceiling Design in the UL Fire Resistance Directory and shall include the following construction features: A. Steel Floor and Floor Units* - Max 3 in. (76 mm) deep galv steel fluted floor units. B. Concrete - Min 2-1/2 in. (64 mm) thick reinforced concrete, as measured from the top plane of the floor units. 2. Wall Assembly - The 1 hr or 2 hr fire rated gypsum board/steel stud wall assembly shall be constructed of the materials and in the manner described in the individual U400 or V400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Steel Floor and Ceiling Runners - Floor and ceiling runners of wall assembly shall consist of galv steel channels sized to accommodate steel studs (Item 2B). Ceiling runner to be provided with min 1-1/4 in. (32 mm) flanges. Ceiling runner secured to steel floor units, perpendicular to steel floor unit direction, with steel fasteners or welds spaced max 24 in. (610 mm) OC. B. Studs - Studs to be min 3-5/8 in. (92 mm) wide, 1-1/4 in. (32 mm) deep No. 25 ga steel channels. Stud spacing not to exceed 24 in. (610 mm) OC. C. Gypsum Board* - Gypsum board sheets installed to a min total thickness of 5/8 in. (16 mm) and 1-1/4 in. (32 mm) on each side of wall for 1 hr and 2 hr fire rated assemblies, respectively. Wall to be constructed as specified in the individual Wall and Partition Design in the UL Fire Resistance Directory, except that the gypsum board is cut to follow the contour of the steel floor units with a max 3/4 in. (19 mm) gap maintained between the gypsum board and the steel floor units. The hourly fire rating of the joint system is dependent on the hourly fire rating of the wall assembly in which it is installed. 3. Joint System - Max separation between bottom of floor and top of wall is 3/4 in. (19 mm). The joint system consists of the following: A. Forming Material - (Optional, Not Shown) - In 2 hr fire rated wall assemblies, foam backer rod friction fit into joint opening and recessed min 1/2 in. (13 mm) from each surface of wall. B. Fill, Void or Cavity Material* - Sealant - Min 1/2 in. (13 mm) thickness of fill material applied within joint opening on both sides of wall, flush with both surfaces of wall. A min 1/4 in. (6 mm) diam bead of sealant shall be applied at point contact locations. SPECIFIED TECHNOLOGIES INC - SpecSeal ES Sealant *Bearing the UL Classification Mark 1 Specified Technologies Inc. 210 Evans Way Somerville, NJ 08876 Reproduced courtesy of Underwriters Laboratories, Inc. STI Created or Revised: May 21, 2008 (800)992-1180 • (908)526-8000 • FAX (908)231-8415 • E-Mail:techserv@stifirestop.com • Website:www.stifirestop.com HW -S-0044 PAGE 1 OF 1 FIRE CAULK - MAX. 3/4" JOINT ROCK WOOL COMPRESSED 30% FIRE CAULK ROCK WOOL COMPRESSED 30% 5/8"TYPE XGWB 1" SHAFT LINER SECTION FIRE SAFING @ 1 HR. FIRE BARRIER 0 ONE HOUR (MIN.) FIRE RATING: UL# HW—D 0569 Jen sen /Fe Architecture and Plan 7730 LEARY WAY NE REDMOND, WA 98052 TEL: 425.216.0318 FAX: 425.216.0329 TITLE: FIRE SAFING AT RAT $ INLET CONTRACTOR WALLS ❑ REPLACE DRAWING ❑ NEW DRAWING NO. ASK -133 ROJECT: 9 I-FLYSEATTLE � r 1 JFA PROJ. NO: 1009 DATE: ,7/ 1 8/ 1 1 XHBN.HW-D-0569 - Joint Systems Page 1 of 5 ONLINE CERTIFICATIONS DIRECTORY XHBN.HW-D-0569 Joint Systems Page Bottom Design/System/Construction/Assembly Usage Disclaimer o Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Listed or Classified products, equipment, system, devices, and materials. o Authorities Having Jurisdiction should be consulted before construction. o Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with applicable requirements. The published information cannot always address every construction nuance encountered in the field. o When field issues arise, it is recommended the first contact for assistance be the technical service staff provided by the product manufacturer noted for the design. Users of fire resistance assemblies are advised to consult the general Guide Information for each product category and each group of assemblies. The Guide Information includes specifics concerning alternate materials and alternate methods of construction. o Only products which bear UL's Mark are considered as Classified, Listed, or Recognized. See General Information for Joint Systems Joint Systems System No. HW -D-0569 June 27, 2011 Assembly Ratings — 1 and 2 Hr (See Item 2) Nominal Joint Width — 1-1/2 in. Class II Movement Capabilities — 50% Compression or Extension http://database. ul.corn/cgi-bin/XYV/template/LISEXT/ 1 FRAME/showpage.html?name=X... 7/14/2011 XHBN.HW-D-0569 - Joint Systems Page 2 of 5 Section A -A 1. Floor Assembly — The fire -rated fluted steel deck/concrete floor assembly shall be constructed of the materials and in the manner described in the individual Floor -Ceiling Design in the UL Fire Resistance Directory. The floor assembly shall include the following construction features: A. Steel Floor and Form Units* — Max 3 in. (76 mm) deep galv fluted floor units. B. Concrete — Min 2-1/2 in. (64 mm) thick lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete, as measured from the top plane of the floor units. C. Spray -Applied Fire Resistive Materials* — (Optional, Not Shown) — After installation of the steel ceiling runners (Item 2B) the steel floor units may be sprayed with a min 5/16 in. (8 mm) to max 1 3/4 in. (45 mm) thickness of fire resistive material. ISOLATEK INTERNATIONAL — Type 300 W R GRACE & CO - CONN — Type MK -6-1-Y 2. Shaft Wall Assembly — The 1 hr or 2 hr fire rated gypsum board/steel stud shaft wall assembly shall be constructed of the materials and in the manner described in the individual U400 or V400 Series Wall and Partition Design in the UL Fire Resistance Directory and shall include the following construction features: A. Floor and Wall Runners — (Not Shown) - 3 -shaped runner, equal in width to steel studs (Item 2C), with unequal legs of 1 in. (25 mm) and 2 in. (51 mm), fabricated from 24 MSG galv steel. Runners positioned with short leg toward finished side of wall. Runners attached to floor with steel fasteners located not greater than 2 in. (51 mm) from ends and not greater than 24 in. (610 mm) OC. B. Ceiling Runner — Ceiling runner of wall assembly shall consist of galv steel channel sized to accommodate steel studs (Item 2C). Flange height of ceiling runner shall be min 1/4 in. (6 mm) greater than max extended joint width. Ceiling runner installed perpendicular to direction of fluted steel deck and secured to steel deck valleys with steel fasteners or welds spaced max 24 in. (610 mm) OC. Bi. Light Gauge Framing* - Slotted Ceiling Runner — As an alternate to the ceiling runner in Item 2B, slotted ceiling runner to consist of galv steel channel with slotted flanges sized to accommodate steel studs (Item 2C). Flange height of slotted http://database.ul.comlcgi-bin/XY V/template/LISEXT/ 1 FRAME/showpage.html?name=X... 7/14/2011 XHBN.HW-D-0569 - Joint Systems Page 3 of 5 ceiling runner shall be min 1/4 in. (6 mm) greater than max extended joint width. Slotted ceiling runner installed perpendicular to direction of fluted steel deck and secured to steel deck valleys with steel masonry anchors spaced max 24 in. (610 mm) OC. BRADY CONSTRUCTION INNOVATIONS INC, DBA SLIPTRACK SYSTEMS — SLP -TRK CALIFORNIA EXPANDED METAL PRODUCTS CO — CST CLARKWESTERN BUILDING SYSTEMS INC — Type SLT, SLT-H MARINO/WARE, DIV OF WARE INDUSTRIES INC — Type SLT METAL -LITE INC — The System SCAFCO STEEL STUD MANUFACTURING CO — Slotted Track TELLING INDUSTRIES L L C — True -Action Deflection Track C. Steel Studs — C -H-shaped studs, min 4 in. (102 mm) wide by 1-1/2 in. (38 mm) deep, fabricated from 25 MSG galv steel, cut to lengths 3/4 to 1 in. (19 to 25 mm) less than floor to ceiling height and spaced 24 in. (610 mm) OC. D. Gypsum Board* — Nom 1 in. (25 mm) thick gypsum board liner panels. Panels cut 1-1/2 in. (38 mm) less in length than floor to ceiling height. Vertical edges inserted in H-shaped section of C -H studs. At the ends of the assembly, the free edge of the end panels are attached to the long leg of vertical J -runners (Item 2A) with 1-5/8 in. (41 mm) long Type S steel screws spaced max 12 in. (305 mm) OC. E. Gypsum Board* — Nom 5/8 in. (16 mm) thick gypsum board applied vertically in one or two layers for 1 hr and 2 hr fire rated assemblies, respectively. Panels cut 1-1/2 in. (38 mm) less in length than floor to ceiling height. The screws attaching the gypsum board layers to the C -H studs shall be located 1 to 1-1/2 in. (25 to 38 mm) below the bottom of the ceiling runner or slotted ceiling track. No gypsum board attachment screws are to penetrate the ceiling runner or slotted ceiling track. The hourly fire rating of the joint system is equal to the hourly fire rating of the wall. 3. Joint System — Max separation between bottom of fluted deck surface and top of gypsum board (at the time of installation of the joint system) is 1 1/2 in. (38 mm). The joint system is designed to accommodate a max 50 percent compression or extension from its installed width. The joint system consists of the following: A. Forming Material* — Min 4 pcf (64 kg/m3) density mineral wool batt insulation cut to the shape of the fluted deck, 50 percent larger than the height of the flutes, and compressed into the flutes of the steel floor units above the ceiling runner as a permanent form. The mineral wool batt insulation is to project beyond the ceiling runner to be flush with the finished wall surfaces. FIBREX INSULATIONS INC — FBX Safing Insulation ROCK WOOL MANUFACTURING CO — Delta Board http://database.ul.corn/cgi-bin/XYV/template/LISEXT/ 1 FRAME/showpage.html?name=X... 7/14/2011 XHBN.HW-D-0569 - Joint Systems Page 4 of 5 ROXUL INC — SAFE THERMAFIBER INC — Type SAF Al. Forming Material* — Plugs — As an alternate to Item 3A, preformed mineral wool plugs, formed to the shape of the fluted floor units, friction fit to completely fill the flutes above the ceiling runner. The plugs shall project beyond the finished side of the ceiling runner, flush with wall surface. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP777 Speed Plugs B. Forming Material* — Min 4 pcf (64 kg/m3) density mineral wool batt insulation cut to a thickness twice larger than the distance between the top of the gypsum board and the bottom of the steel floor unit. Material compressed 50 percent and installed within ceiling runner above top of liner panel flush with the inside surface of the panel. Material compressed and installed on finished side of the wall between the top of the gypsum board and the bottom of the steel floor units, flush with the surface of the wall. FIBREX INSULATIONS INC — FBX Safing Insulation ROCK WOOL MANUFACTURING CO — Delta Board ROXUL INC — SAFE THERMAFIBER INC — Type SAF B1. Forming Material* - Strips — As an alternate to Item 2B, the strips are stacked to a height twice larger than the distance between the top of the gypsum board and the bottom of the steel floor unit. Strips compressed 50 percent and installed within ceiling runner above top of liner panel flush with the inside surface of the panel. Strips compressed and installed on finished side of the wall between the top of the gypsum board and the bottom of the steel floor units, flush with the surface of the wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 767 Speed Strips C. Fill, Void or Cavity Material* — Min 1/16 in. (1.6 mm) dry thickness (1/8 in. or 3.2 mm wet thickness) of fill material sprayed or troweled within stud cavity and on both sides of the shaft wall to completely cover mineral wool forming material. Fill material to overlap a min of 1/2 in. (13 mm) onto gypsum board and ceiling runner within stud cavity. Fill material to overlap a min of 1/2 in. (13 mm) onto gypsum board and steel deck on finished side of wall. Fill material to overlap a min of 1/2 in. onto steel deck and ceiling runner on unfinished side of wall with no overlap onto gypsum liner panel. When spray -applied fire resistive material (Item 1C) is applied to the steel deck, the fill material is to overlap the spray -applied fire resistive material a min of 2 in. (51 mm) on both sides of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 672 Firestop Spray or CFS -SP WB Firestop Joint Soray http://database.ul.corn/cgi-bin/XYV/template/LISEXT/ 1 FRAME/showpage.html?name=X... 7/14/2011 XHBN.HW-D-0569 - Joint Systems Page 5 of 5 *Bearing the UL Classification Mark Last Updated on 2011-06-27 Questions? Print this page Notice of Disclaimer Page Top Coovriaht © 2011 Underwriters Laboratories Inc.® The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained in the Online Certification Directory subject to the following conditions: 1. The Guide Information, Designs and/or Listings (files) must be presented in their entirety and in a non -misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc." must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright © 2011 Underwriters Laboratories Inc.®" An independent organization working for a safer world with integrity, precision and knowledge. http://database.ul.corn/cgi-bin/XY V/template/LISEXT/ 1 FRAME/showpage.html?name=X... 7/14/2011 2006 Washington State Nonresidential Enerciv Code Compliance Form Bu. ildin Permit Energy Pans Checklists Code Compliance Forms 'ENV -CHK 2006 Washington State Nonresidential • Revised July 2007 Project Address 301 Tukwila Parkway Date 10/27/2010 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 ' Scope Unconditioned spaces identified on plans if allowed !Fi 1Plf 1302 Space heat type: Other If "Other', indicate on plans that electric resistance heat isnot allowed Semi -heated spaces identified on plans if allowed 1310.2 Semi -heated spaces 1311 Insulation yes 1311.1 Insul. installation Indicate densities and clearances A600 yes 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts A005 A600 yes 1311.3 _ Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73; A005 A600 yes 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents A005 A600 yes 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A005 A600 no 1311.6 Radiant floor _ Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area A605 yes 1312.1 U -factors Indicate glazing and door U -factors on glazing and door schedule (provide area -weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low -e coatings, pas fillings A605 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area -weighted calculations as necessary) 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side A600 n.a. 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood struc. Indicate vapor retarder on wall section A A 15 i* P VIE e ' Ep F ,, yes 1313.3 Wall vapor retarder yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section"". no 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground -103211111FID 1314 Air leakage yes yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstrippingp,,, 5 MAR 1 8 21111 M 1314.2 Glazing/door sealing Indicate weatherstripping A5 5 no 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing p.. ®� ®�, e. Cpityf no 1314.4 Recessed Lighting Fixture Indicate IC rating, ASTM E283 certification, and gasketing or caulking to ceiling BUDDING tl' 6�OF®itlwilh WING DMS PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) -- yes Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If "no" is shown for any ques ions, provide explanation: R ICE ON CIT/ OFE7UKIMLA y�-� NUV012010 � )I��(`'APERMITCENTER V2...1� 2006 Washington State Nonresidential Energy Code Compliance Form I I Envelope Sunlmaryy "Clim'ate.Zone 1 ENV -SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address I -Fly Indoor Skydiving Facility Date 10/14/2010 662.0 — 4014.0 X 100 = 16.5% 301 Tukwila Parkway For Building Department Use 0 yes Check here if using semi -heated path and if project meets all requirements for semi -heated spaces Semi -Heated Path as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall Q no insulation requirement is reduced (2006 change). Only available in prescriptive path. Tukwila, Washington Applicant Name: Jensen Fey Architecture Applicant Address: 7730 Leary Way, Redmond, WA 98052 Applicant Phone: 425-216-0318 Project Description ❑ New Building Q Addition Q Alteration ❑ Change of Use Compliance Option Q Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) 11 Seattle EnvStd ❑ Systems Analysis Space Heat Type Q Electric resistance 0 All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 662.0 — 4014.0 X 100 = 16.5% Concrete/Masonry Option Q yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying Q no assembly below. 0 yes Check here if using semi -heated path and if project meets all requirements for semi -heated spaces Semi -Heated Path as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall Q no insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Requirements (enter values as applicable) Minimum Insulation R -values Roofs Over Attic 3 0.0 All Other Roofs 21.0 Opaque Walls' 19.0 Below Grade Walls Floors Over Unconditioned Space 19.0 Slabs -on -Grade 10.0 Radiant Floors Maximum U -factors Opaque Doors 0.600 Vertical Glazing 0.550 Overhead Glazing 0.700 Maximum SHGC (or SC) Vertical/Overhead Glazing 0 .4 5 0 1. Assemblies with metal framing must comply with overall U -factors Notes: Opaque Concrete/Masonry Wall Requirements Wall Maximum U -factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with HC >_ 9.0 Btu/ft2°F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description. U -factor (including insulation R -value & position) 2006 Washington State Nonresidential Energy Code Compliance Form Envelope;;Sur mart' Q ac'k) Climate. Zone 1 ENV -SUMS 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other: All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R-10 R-19 R-30 R-21 R-19 R-10 R-10 U-0.60 No] - Mass Wall 4—No- Criteria OK? 4- - No (below) Yes AG Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 (es No V Yes START Electric No - Resistance Heat? T Above Grade Wall R19 Yes w Glazing Criteria Met? Glazing Area % 0-30% 30-45% >45% Vert OH UVaI UVaI 0.55 0.70 0.45 0.60 Not Allowed SHGC 0.45 0.40 No Yes Component Performance, _i____01 Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 W/tt2 of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heatng in variable air volume distribution systems. Yes All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor 0 u Door Wood R-10 R-19 R-38 R-30 R-30 R-10 R-10 U-0.60 Metal R-10 U-0.062 U-0.031 U-0.034 U-0.029 R-10 R-10 U-0 60 Yes AG WaII R19 . wood. or U0 062 metal - Yes N Mass Wall - Nom Criteria OK? '—No-► (below) Yes Glazing Criteria Met? Glazing Area % 0-30% >30 Vert OH UVaI UVaI SHGC 0.40 0.60 0.40 Not Allowed Prescriptive Path Allowed Yes Systems Analysis, or L EnvStd Required No Yes • AG Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 No Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC** Area (sf) HC x Area Totals Area weighted HC: divide total of (HC x area) by Total Area *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 1009. 2006 Washington State Nonresidential Energy Code Compliance Form :Envelope UA :�alculat,ions' ; . Timate EZone`,1 ENV,UA 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address I --Fly Indoor Skydiving Facility Date 10/14/2010 Space Heat Type 0 Electric resistance 0All other For Building Department Use Glazing Area as % gross exterior wall area 16.5% Prop. 45.0% Max.Target Concrete/Masonry Option 0 Yes Qs No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # • Proposed UA U -factor x Area (A) = UA (U x A) Target UA U -factor x Area (A) = UA (U x A) Vertical Glazing U=0.290 PIanIDA U= 0.290 Plan ID B U= 0.290 Plan ID c U= 0.290 Plan ID D U= Plan ID: U= Plan ID: U= Plan ID: 0.290 165.0 47.9 0.290 224.0 65.0 0.290 225.0 65.3 0.29 48.0 13.9 0.550 662.0 364.1 Glazing % Electric Resist. Other Heating 0-30% 0.40 0.55 >30-45% see note above 0.45 Overhead Glazing Over Attics U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing % Electric Resist. Other Heating 0-30% 0.6 0.7 >30-45% see note above 0.6 Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: , 0.700 Opaque Doors U= Plan ID: U= Plan ID: U= Plan ID: 0.600 Electric Resist. Other Heating 0.60 0.60 » u- u > s R= Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist. Other Heating 0.031 0.036 OR= cc R=21.0 PIanID: Plan ID: R= Plan ID: 4286.0 0.046 4286.0 197.2 Electric Resist. Other Heating 0.034 0.046 Opaque Walls* R= 19.0 Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: **Note: sum of Target Areas here should equal 3352.0 Target Opaque Wall Area (see back) 0.109 3352.0 365.4 ** Electric Resist. Other Heating Frame-Wd 0.062 0.062 Frame-MtI 0.062 0.109 Mass Wail++ 0.15 0.15 ++ see mass wall Criteria vm R= 0 C7 5 R= Plan ID: Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Int Ins 0.062 0.062 Ext Ins 0.07 0.07 nc iu R= LE _ R=19.0 PIanID: Plan ID: R= Plan ID: R= Plan ID: 1234.0 0.056 1234.0 69.1 Electric Resist. Other Heating 0.029 0.056 JICIU-UI 1 - grade Rnrliknr R= 10.0 Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 1430.0 0.540 1430.0 772.2 Electric Resist. Other Heating F=0.54 F=0.54 (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals 10964.0 192.0 Totals 10964.0 1767 .9 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. 2006 Washington State Nonresidential Energy Code Compliance Form ,Climate Zone 1 "ENV-SHGC 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Glazing List components by assembly ID & page # Proposed SHGC SHGC' x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A VG= ID: ID: ID: ID: ID: ID: 0.450 662.0 297.9 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30-45% not allowed 0.4 'Note: Manufacturer's SC may be used in lieu of SHGC. Totals 3352.0 Totals 662.0 297.9 For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area justrnen a'Icula�tions If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV-SUM1) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls OG= OG= VG= 662.0 4286.0 3352.0 Max Glazing Area (Table 13-1) 4014.0 x 45.0% _ i00 = I 1806.3 t?C / Maximum Target Glazing Area 1806.3 Roofs over Attics Other Roofs Walls Target OG Area in Roofs over Attics 0 lesser 1806.3 • Max OG Remaining 1806.3 Proposed Opaque Area 4286.0 Proposed Opaque Area n3352.0 + 662.0 _ 662.0 = Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. + Target OG Area in Other Roofs $ lesser 1806.3 Note: OG = overhead glazing VG = vertical glazing Target VG Area 662.0 Proposed OG Area Target OG Area4' Target Opaque Area Proposed VG Area Target VG Area 4286.0 Target Opaque Area 3352.0 For Target OG's, the lesser values are used both here and below. Target Areas OK Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. I 2006 Washin•ton State Nonresidential Ener. Code Com. Hance Form t Building permit Plans Checklist 2006 Washington State Nonresidential Energy Code Compliance Forms ENV -CHK, Revised July 2007 Envelope - General Requirement 1311 Insulation 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances and maintain uniform R -values. To the maximum extent possible, insulation shall extend over the full component area to the intended R -value. 1311.2 Roof/Ceiling Insulation: Open -blown or poured loose -fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least 30 inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof/ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. EXCEPTION: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than 24 inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of 24 inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of 24 inches or to the frost line, whichever is greater. Above grade insulation shall be protected. EXCEPTION: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (ort or below grade): Slab -on - grade insulation shall extend downward from the top of the slab a minimum distance of 36 inches or downward to the top of the footing and horizontal for an aggregate of not less than 36 inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub - floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U -Factors: U -factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Product samples used for U - factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U -factor in Table 10-6. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, licensed by the NFRC. EXCEPTION: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 31 of Standard RS -1 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. EXCEPTION: Vapor retarder installed with not more than 1/3 of the nominal R -value between it and the conditioned space. 1313.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of 12 inches shall be provided with a vapor retarder. (For enclosed attics and enclosed rafter spaces, see Section 1203.2 of the International Building Code.) Roof/ceiling assemblies without a vented airspace, allowed only where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. EXCEPTION: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawlspaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawlspaces. The ground cover shall be overlapped 12 inches minimum at the joints and shall extend to the foundation wall. EXCEPTION: The ground cover may be omitted in crawl spaces if the crawlspace has a concrete slab floor with a minimum thickness of 3-1/2 inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, 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. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. EXCEPTION: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked and gasketed to limit air leakage. 1314.4 Recessed Lighting Fixtures: When installed in the building envelope, recessed lighting fixtures shall by Type IC rated, and certified under ASTM E283 to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 75 Pascals or 1.57 lbs/ft pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. 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(AXIYX LL {LLL AIRFLOWS 0)000 0 o0 CO00 (Or)00 0 0 coop (O 0 0 0 - - W x O)0 OO O co co (n O(()M000 O 1— U c L 3 a Cr C] m c doO. aL Z^a) 0 CLL LL» «E>xm(o(wa (ow— CUEx—C«L 'Kmm 01-2 xQ c2ixioCI'QJ J ENGINEERING CKS x 0)'— c0 c0 0) c0 M r) N N '41 O M r n U HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK O O a 0 0 0 M O O M 0 d 152 00000 N. U)0 00.- `F' 000006000 NIs- 6D 0 .01 ((00 C 3 O O (0O O N 0) 0 0 N-� c) Cl- to - v C) N (D DO NN 0 = Y CD () 1- a)O ON 2 6 AL to .c 000(0OOa 00x0 SD a) a).� co (ON (0 CND 2Qp av)I U0 U ( ( 0 0. 0. U) u) 000 O 000 O 0 C00 o 00 0 00000 00 O O N O M 0 0 0 0 0 0 O h 0 0 0 0 0 O 0 0 N 0 000 0 ON O O N 000 00 (0 O 'Cr c0 000 0 ((00 0 0 (0 0 O 0. 0lo _so y 03 0 O n n 'O 0) a) d '0 O ( O p II N II a) x co L x coY11 C W 0 -o f0 0 LL 11 'O II .O J N C 60 0. J II �U O(O �� c o:° J . o G A in y d R c '- !. 0. a;a)°to"s() 0col° w9 Z. 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(3a • u.LL111 x 0 0. c >YY o-- m 0'60 o a) mN•- o = c •�.L�L 0...: U9 O.co W(n(nCCU` U' 5CLLLQ (n C JLL2 C)> Q 00wa0XCIDco U) COLL J 7 O O O 0 O O 0 0 co Z C a O O 0 0 NO O 00 17"- 000 0 00 W O U m WQ 0) o =I 9,t O'—°° 00 O ri00 00 a? A Zv 1- S a7 O d cx ° E Q > 7 O (d. 0.IO a x. 00 0 00 0 LO CO COW OO CON 0 M M d 0 ° of OLL C— O i0.. �wOC� W ma 7o0 mtbcoo mu_ N O O 0° 600 0 1. a -o- >L0 > 0 a) 1-00 J =a C0o 0 m ) 0 O0 LL (00 O Zm° CID CD 0 C] Lo C.) C LL co. O O W w coo o o J oW g Oo 0 iIi E U coO —1a 0 073 CD at (0 0 0 J C.) � O 0 ON 0 o0 UN PL 00 O 02 )O O 0. as To C h O co 0 a o 0 (0 TRACE@ 700 v6.2.4 calculated at 08:11 AM on 10/14/2010 Packaged Terminal Air Conditioner TEMPERATURES C)000) 00000 •Omi((0 ((00000 S 13)N 001.- 0 0 0 C(.0)0)00c 00 C h n N- O U ao 4) E Q ` 9 L ❑a«,2 mLL McGOC�ILIiLL AIRFLOWS 00000 - h 000 N0)(D0 00 C lf) U) (t) M M O (f) CO 0 0 0 0 (A (0 - 00i NN S 01 0 C (n Onj O U N(0 00 Y:1V 00(0,!0000 O co •c/N1' 0)MN N N c r 3 a cc OD m% c m aci a ws Zd d C (L LL>> 2E (5 (0 g? Cx co as to 3 mW -YY D --� N ZQ CrLa'WSQJJ HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK C 10 �e 00.-0(0 OD'-(OO'R O OY OO V O0')(D CON CO ` 0o00 ' CV 00 cc' 01 a0 COY0L 00(0 a 0 N CDOD(ODO C0 0) w (0 o N 0) atom _vi qri O H U Y 01: (0 C .� 004. atom m N as (0 to 000000(0(+)(- 000,- VN N 0) (0 (0 (O(. -r' O)(O U 000 0 0V 000)000 00 0 000 0 0(t) 0.-000 00 O 000 O Olt) 00000 OO O (0 0 000 0 0� 0 0.-000 CO N 0 0 0 0 0 0 0 0 1D 15 15 c c S O) 1tk Lmy0 O A A cN0"GC0•p 0 11v O�UOmov❑lcO:;m 11 13-J CN 0md:4 O 0 m (A= - dn0 � J pOJM `y.tca0m-•.-a0°0mFgi, I- 7 _ 0 co NYY o__ 00-0= E rn0.- o Q maa•- W(ncn�oo�ali¢ co) C ...1 CL 0) � 0"0OWO�13 Q C -- C amu\ 000N.N.-00� OO�h h NO O O O lo O) 0 V V N, '- (1) E m �F- C'na a00 Lici • 0.= 000' Nr(0 MOO(•).7 ,-N(OM NO 0 0 N 2V ` 0 01 M NON V V Q mP O so� Nt0 VN(O (D (n Oe- OV W N O NOMMO co . .N d N 00 (t) co (h 100.00 Grand Total =_> 000A0N.-0001() CO(01t) 0.-00000000 0 6C1 mw 0 (0) T- (D 0 2 1- 0 co a6 ch d A C O0Nn00.-00000) v) t•-• vt t-'(0(0 0v 0 0Oh00000 0) OO Cw NI�h�OD O hNN N N O) V Z 00 ' (+N hOO O (D M 0) (0"- ~ In 7 7 .- N. o N v x`a 2 u.i E T. ;C 000000 0 N (n00 (n C70 N- 00 0 (0 OJ O N N N n n W M n COO N+ m CV (V ¢ a 6 O m N 0)w x 000 N. OD v- 0D000) 01 R(0 MO O 0 n V CO r h,- OD I` V N N N n CO 0) m J .2 O' I0 N co O CD O t- aD (n Ea m*n 7 -. N < 1= c a To N a) 0) O d V1 C Y C3 00 O O 'O m.N asY A A 0) A mSNOf OSm 11 0 m .O 0 O C II 9 II �J 0 > CC jd 110Y a°7 11 JmC�mOvO LL 11 O II mC(COONdS daO' 0 0 C000088g-8 Z02. 2O :� J ._ ` :p to S 2 0 < "o' CddUU� �mF° C NnU 1° CC ` E C 7LLLLSL ., d�AOmmlOf o mw� E=oy d ._ Q 7>m «Q) a C >YY o-- co 0 d 0N•- c - C.-.S� C 2« ()� a ICV)(!)WO' U( dLL¢ S (/7 C Jd2 (1) t» Q 00uJu OWN U' O)0 aD O N > ° V O J ^ LO 99 O 00 O 00 up up (On 00 (O 11 0 0 N 00 O O COON ooDD NO O 00N- (0) M O) 01 C .0 x To< 0. ON 0 H N CO Ill 0 O(00N N 0)0 V CJr V <F2 N°' 0 0) O .. 0 0 000 of CLL 0- G M. tWO3: W a o) co 0 m 0) 11)o 'ELL N 0 O ° Lc20 0 > LL No O co a) N-00 J J E 00 0 0 U o 0 '(1v a C (t) 0 0 Z mm h0 O JoUS N Utn >,L (-O O 1- �� (NnO O (() a m U 750 o° v O O1 - E co t C < 0 Packaged Terminal Air Conditioner Floor 2 Main Hall HVAC TEMPERATURES C)� IN N r' 0 OO c O 1- f -N 0 0 0 N- O co co cod S C)N M co' 0 0 0 CV o0 (0000 •Gr- N- N- I- 0 C) ` mC a F' 9 p0. 7a se CO LL U))���IJ.U.u.. AIRFLOWS 0 0 0 0 0 0 000 0- (0 .o N NN M M e- 0 N N CIS 0 0 0 r- O d r S DI O u) u) O V V M O f- 0 0 0 O N N N O O O O O CO )O OO r o o 0 C N s 3 a a' O = i NC 0C) E, N L 0` d d 0 CLL IL �! 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C cn cn CC 0 0 S (LLQ Scn , _, a.2 cn 'd a) '5' >'KQQv W C.)><Oui0Ct< COM C 0000)0 CV 000 0 N 0 CMO0 ti .-0 0 00 O t( d C9" CV E d 2l - in a a o m d 0) c OOOV (01'- 0) OO CO M NN V I. 00 O O 2 0(0 V N CO 0 co N CO (0 (O V 0 N in co co to N CO N O c W O Ohi hiM N d rn 100.00 Grand Total =_> O O c0 M C—a 00.-c0.-.-•-00'-(0 cONh CO 0taO0000000 0 d N V r O F- r- d w cD a 0 +' C OO CO O. OD ct OO M_ O NhV N_ 00) O 00(_000000 •V w °� OV co010 co (0 O 10 h (0 O 0 V d V. (0 Z .2 10 0 M In M M 00 .- 1() O co M 0) H in oo aori 0) ri Oi r- N M V S1 O A;C 00(000N 0 CO 000 0 00 CO 00 0 C\ CJ O r (0D O cO N M n Qd + 03 01N N 0 d rn O O olQ,C 000(0.-V V O O M 0) N W N00 0 c0 0)J 3 OMV c'? M •- tor-CC1000 N N CO N Q to } In (0 (0 0.- ri 1(i M E N M V ♦- Ili C a f0 N a) r+ D) Y d -0 0m - a rn dp co C •0 d N G co A 11 ca cco._v U 0 O 0 11 I A O N> C« jawYS d II CL J@ C'0 10 O •0 Q LL II o I I A C NON d S d a ��.. d(nU0(n00c cO! -J JOF pN=CSAtAQ O 001°10(0 0_ vi`I2 m a 12 DIo" Ec0u.c0St T 1• co T 1. 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ILLL AIRFLOWS C O CID CO 00 O r- N-MOVcoco000 0) 0) 0) co co co co O 2 C 0 0 0 O w n 0) 0 .Y (0(') 0 0) 0) 0) M M (0 CO 0 0 0 C L 3 a w a' O D j0 R C 0 0 C W L Z' d .a1 0 CLL m>> 0 E 7 X !III W m LL m W - E••Q it') £ n� w.c X m (0 co I. -r2 N 2Q C�a'ILKQJ J ENGINEERING CKS CC0O) M V O N 0)(0 M M GO c0 C o��� OO(oo ' U(!) m C d Q 2 Q L a 0 E HEATING COIL PEAK CLG SPACE PEAK COOLING COIL PEAK 0 O 0) H a0 c Y N 2: 01 m C'7 a a 0 a i 0 - w C) C. 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Ps r` N. t` t` r` Ps h r` Ps r` t` h r` h r` O C) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N C a) 0 0) C0 > 1... > 0 0 Y v CO Q 0 0 >. co X Q v u- a��i ▪ o ��oo E f0 N r.• (N CO• oma o Oo E E ii ESt Er E1 EONN Eo 00 N NN O O ; •OC)� ex E UO a' C Eoc7jwN O ORS R O EON �o0 mN 0 OOCL' °) E = C i;' E2 m Fcr rnag)2 o (o e_� 0f/) Q o �N,-0(33.2(x030 76 m Z �Z"ioca�20. ENy3oc2.'E ni3(a))30n as_ Z_ ` C 67 C (0 0) 0) N 0 0 (0 N C (0 O) W O 8 d lC f0 E L •3 •7 CO ,�. O U N ow3--,mmma`in3'0ixs'M2as. 0mUi0(n(n(nI-D 0w o w u. u. w a0 2004 Washington State Nonresidential Energy Code Compliance Form Mectianic'al Slum'maryj .1 MECH-SUM' 2004 Washington State Nonresidential Energy Code Compliance For rs Revised May 2005 Project Info Project Address I Fly Indoor Sky Diving Facility Date 10/14/2010 Capacity2 Btu/h 301 Tukwila Parkway, Tukwila, WA For Building Dept. Use SEER or EER IPLV3 Applicant Name: Jensen Fey Architects Applicant Address: 7730 Leary Way, Redmond, WA 98052 Applicant Phone: Redmond, WA 98052 Project Description Briefly describe mechanical system type and features. Includes Plans Install 3 rooftop gas/electric HVAC units for indoor comfort of commercial facility. Install one gas electric unit for electrical room cooling. Drawings must contain notes requireing compliance with commissioning requirements - Section 1416 Compliance Option ® Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH-SUM for simple & complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. Cooling Equipment Schedule Equip. ID Brand Name' Model No.' Capacity2 Btu/h Total CFM OSA CFM or Econo? SEER or EER IPLV3 Location RTU -1 CARRIER 48HCDA06B0A6 57.5 MBH 2000 ECONO 12.45 EER NA ROOF RTU -2 CARRIER 48HCDA07B0A6 73.0 MBH 2400 ECONO 12.00 EER NA ROOF RTU -3 CARRIER 48HCDA05B0A6 49.8 MBH 1600 ECONO 13.00 EER NA ROOF RTU -4 CARRIER 48HCDA04B0A6 37.3 MBH 1200 ECONO 12.50 EER NA ROOF E/CU-1 MITSUBISHI MS-A09WA 9500 BTUH 290 NA 13.00 SEER NA ROOF Heating Equipment Schedule Equip. ID Brand Name' Model No.' Capacity2 Btu/h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency" RTU -1 CARRIER 48HCDA06B0A6 60.0 MBTUH 2000 ECONO 60.0 MBTUH 48.8 MBTUH 80% AFUE RTU -2 CARRIER 48HCDA07B0A6 60.0 MBTUH 2400 ECONO 60.0 MBTUH 48.8 MBTUH 80% AFUE RTU -3 CARRIER 48HCDA05B0A6 60.0 MBTUH 1600 ECONO 60.0 MBTUH 48.8 MBTUR 80%AFUE RTU -4 CARRIER 48HCDA04B0A6 60.0 MBTUH 1200 ECONO 60.0 MBTUH 48.8 MBTUH 80% AFUE Fan E • ui a ment Schedule Equip. ID Brand Name' Model No.' CFM SP1 HP/BHP Flow Control5 Location of Service EF -1 GREENHECK GB -081-6 400 0.5" 1/6 HP NA ROOF EF -2 GREENHECK G -101-A 700 0.5' 1/4 HP NA ROOF 'If available. 2 As tested .according to Table 14-1A through 14-1G. 3 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 5 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). 2004 Washington State Nonresidential Energy Code Compliance Form I. 1 � . l �` I l "a Mecho0'01,Summary (back) • MECH System Description See Section 1421 for full description of Simple System qualifications. If Heating/Cooling or Cooling Only: ■ Constant vol? ■ Air cooled? o Packaged sys? 0 <20,000 Btuh? ® Split system? ® Economizer included? If Heating Only: O < 5000 cfm? o ? Q <70 /o outside air. Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. CSTAR1ID System Type Heating Only Yes Yes Heating/Cooling or Cooling Only Reference Section 1421 Yes Yes plit Syste <=84,000 >--No— Btuh? of Ca <20,000 tuh? Reference Section 1423/ Yes 0 otal Cap. wo economize <240,000 Btuh r 10%? Simple System Allowed (section 1420) Yes Outd or Adjacent to utdoor No Yes— Use Complex Systems (section 1430) Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. 2004 Washington State Nonresidential Energy Code Compliance Form Mechanica Permit Plans`CheckIi t .. ', fi ''MECH=CHK' Energy Code Compliance Forms 2004 Washington State Nonresidential Revised May 2005 Project Address I Fly Indoor Sky Diving Facility Date 10/14/2010 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code; Section Component nformation Required Location on Plans Building Department Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Equipment performance yes 1411.4 List heat pumps on schedule M1.0 yes 1411.1 Minimum efficiency Equipment scheduletype,.. yes 1411.1 Combustion htg. Indicate intermittent ignition, flue/draft damper & jacket loss M1 . 0 1412 HVAC controls yes 1412.1 Temperature zonesIndicate locations on plans M1. 0 yes 1412.2 Deadband n.a. 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback n.a. 1412.4.1 Dampers n.a. 1412.4.2 Optimum yes 1412.5 Heat pump control Indicate microprocessor on thermostat schedule m1.0 n.a. 1412.6 Combustion htg. Indicate modulating or staged control yes 1412.7 Balancing Indicate balancingplans n.a. 1422 Thermostat interlock Indicate yes 142:1 - 1413 Air economizers yes 1413.1 Air Econo Operation Indicate 100% capability on schedule M2.1 n. a. 1413.1 Wtr Econo Operation Indicate 100% capacity at 45 degF db & 40 deg F wb n. a. 1413.2 Water Econo Doc Indicate clg load & water econoe & clg tower performance n. a. 1413.3 Integrated operation Indicate capability for partial cooling n. a. 1413.4 Humidification Indicate direct evap or fog atomization w/ air economizer 1414 Ducting systems yes 1414.1 Duct sealing Indicate sealing necessary M1. 0 yes 1414.2 Duct insulation Indicate R -value of insulation on duct Ml. 0 ra. 1415.1 Piping insulation Indicate R -value of insulation on piping 1416 Completion Requirements n. a. 1416.1&2 Drawings & Manuals Indicate requirement for record drawings and operation docs. yes 1416.3.2 Ar Balancing Indicate air system balance requirements M2. 1 n. a. 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 1416.4 Commissioning Indicate requirements for commissioning and prelim. Report Mi . 0 no 1424 Separate air sys. Indicate separate systems on plans Mechanical Summary Form Completed and attached. Equipment schedule with types, input/output, efficiency, cfm, hp, economizer SERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) 1440 Service water htg. n.a. 1441 Elec. water heater Indicate R-10 insulation under tank n. a. 1442 Shut-off controls Indicate automatic shut-off n. a. 1443 Pipe Insulation Indicate R -value of insulation on piping n. a. 1452 Heat Pump COP Indicate minimum COP of 4.0 n. a. 1452 Heater Efficiency Indicate pool heater efficiency n. a. 1453 Pool heater controls Indicate switch and 65 degree control n. a. 1454 Pool covers Indicate vapor retardant cover n. a. 1454 Pools 90+ degrees Indicate R-12 pool cover no is clrciea vor any question, proviae explanation: 2004 Washington State Nonresidential Energy Code Compliance Form Permit'°PIans.;Checklst 2004 Washington State Nonresidential Energy Code Compliance Forms MECH-CHK{' Revised May 2005 Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14-1A through 14-1G. If a nationally recognized certification program exists for a product covered in Tables 14-1A through 14-1G, and it includes provisions for verification and challenge of equipment efficiency ratings, then the product shall be listed in the certification program. Gas-fired and oil -fired forced air furnaces with input ratings > 225,000 Btu/h (65 kW) shall also have an intermittent ignition or interrupted device (110), and have either mechanical draft (including power venting) or a flue damper. A vent damper is an acceptable alternative to a flue damper for furnaces where combustion air is drawn from the conditioned space. All furnaces with input ratings > 225.000 Btu/h (65 kW), including electric furnaces, that are not located within the conditioned space shall have jacket losses not exceeding 0.75% of the input rating. 1411.2 Rating Conditions: Cooling equipment shall be rated at ARI test conditions and procedures when available. Where no applicable procedures exist, data shall be furnished by the equipment manufacturer. 1411.3 Combination Space and Service Water Heating: For combination space and service water heaters with a principal function of providing space heat, the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124-1991. Storage water heaters used in combination space heat and water heat applications shall have either an Energy FActor (EF) or a CAE of not less than the following: 1411.4 Packaged Electric Heating and Cooling Equipmen : Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btu/h shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis. heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between healing and cooling modes. 1412.3 Humidity Controls: If a system is equipped with a means for adding moisture. a humidistat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2- Equipment with full load demands of 2 kW (6,826 Btu/h) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes. exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than :1 stories in height. 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories in height. 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 cfm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpoint and the amount of time prior to scheduled occupancy. 1412.5 Heat Pump Controls: Unitary air cooled heat pumps shall include microprocessor controls that minimize supplemental heat usage during start-up, set-up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall indicate when supplemental heating is being used through visual means (e.g., LED indicators). 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical cooling. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking airside economizer, at outside air temperatures of 45°F dry-bulb/40°F wet -bulb and below. For this calculation, all factors including solar and internal load shall be the same as those used for peak load calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35°F dry-bulb outside air temperature for this calculation_ This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data including model number, flow rate, capacity, entering and leaving temperature in full economizer cooling mode. 1413.3 Integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers with waterside economizer. 1413.4 Humidification: If an air economizer is required on a cooling system for which humidification equipment is to be provided to maintain minimum indoor humidity levels, then the humidifier shall be of the adiabatic type (direct evaporative media or fog atomization type). Exceptions: 1. Health care facilities where WAC 246-320-525 allows only steam injection humidifiers in ductwork downstream of final filters. 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Bluth shall have modulating or staged combustion control. 2. Systems with water economizer 3. 100% outside air systems w'th no provisions for air recirculation to the central supply fan. 4. Nonadiabatic humidifiers cumulatively serving no more than 10% of a building's air economizer capacity as measured in cfm. This refers to the system cfm serving rooms with stand alone or duct mounted humidifiers. 1414 Ducting Systems 1414.1 Sealing: Duct work which is designed to operate at pressures above 1/2 inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required is as follows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior space, shall meet all applicable requirements of Chapter 13. These requirements include insulation installation, moisture control, air leakage, and building envelope insulation levels. Uiheated equipment rooms with combustion air louvers must be isolated from the conditioned space by insulating interior surfaces to a minimum of R-11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2,800 cfm of total supply air capacity shall be insulated to a minimum of R-7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. connect to the heating or cooling equipment, or 2. are isolated from the exterior with an automatic shut-off damper complying with Section 1412.4.1 Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation_ 3. Exposed ductwork within a zone that serves that zone. 1415 Piping Systems 1415.1 insulation: Piping shall be thermally insulated in accordance with Table 14-6. Exception: Piping installed within unitary HVAC equipment. Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code (WAC 51-26) 1416 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines 10r building completion and commissioning requirements.) EF CAE < 50 •al storage 0.58 0.71 50 to 70 gal storage 0.57 0.71 > 70 ! al: storage 0.55 0.70 1411.4 Packaged Electric Heating and Cooling Equipmen : Packaged electric equipment providing both heating and cooling with a total cooling capacity greater than 20,000 Btu/h shall be a heat pump. Exception: Unstaffed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls 1412.1 Temperature Controls: Each system shall be provided with at least one temperature control device. Each zone shall be controlled by individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a building shall be considered as a separate zone. 1412.2 Deadband Controls: When used to control both comfort heating and cooling, zone thermostatic controls shall be capable of a deadband of at least 5 degrees F within which the supply of heating and cooling energy to the zone is shut off or reduced to a minimum. Exceptions: 1. Special occupancy, special usage, or code requirements where deadband controls are not appropriate. 2. Buildings complying with Section 1141.4, if in the proposed building energy analysis. heating and cooling thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between healing and cooling modes. 1412.3 Humidity Controls: If a system is equipped with a means for adding moisture. a humidistat shall be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through control setback or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven different day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2- Equipment with full load demands of 2 kW (6,826 Btu/h) or less may be controlled by readily accessible manual off -hour controls. 1412.4.1 Dampers: Outside air intakes. exhaust outlets and relief outlets serving conditioned spaces shall be equipped with dampers which close automatically when the system is off or upon power failure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 3. Gravity (nonmotorized) dampers are acceptable in buildings less than :1 stories in height. 4. Gravity (nonmotorized) dampers are acceptable in exhaust and relief outlets in the first story and levels below the first story of buildings three or more stories in height. 1412.4.2 Optimum Start Controls: Heating and cooling systems with design supply air capacities exceeding 10,000 cfm shall have optimum start controls. Optimum start controls shall be designed to automatically adjust the start time of an HVAC system each day to bring the space to desired occupied temperature levels immediately before scheduled occupancy. The control algorithm shall, as a minimum, be a function of the difference between space temperature and occupied setpoint and the amount of time prior to scheduled occupancy. 1412.5 Heat Pump Controls: Unitary air cooled heat pumps shall include microprocessor controls that minimize supplemental heat usage during start-up, set-up, and defrost conditions. These controls shall anticipate need for heat and use compression heating as the first stage of heat. Controls shall indicate when supplemental heating is being used through visual means (e.g., LED indicators). 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shall have modulating or staged combustion control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device shall have a means for balancing, including but not limited to, dampers, temperature and pressure test connections and balancing valves. 1413 Air Economizers 1413.1 Operation: Air economizers shall be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need for mechanical cooling. Water economizers shall be capable of providing the total concurrent cooling load served by the conneted terminal equipment lacking airside economizer, at outside air temperatures of 45°F dry-bulb/40°F wet -bulb and below. For this calculation, all factors including solar and internal load shall be the same as those used for peak load calculations, except for the outside temperatures. Exception: Water economizers using air-cooled heat rejection equipment may use a 35°F dry-bulb outside air temperature for this calculation_ This exception is limited to a maximum of 20 tons per building. 1413.2 Documentation: Water economizer plans submitted for approval shall include the following information: 1. Maximum outside air conditions for which economizer is sized to provide full cooling. 2. Design cooling load to be provided by economizer at this outside air condition. 3. Heat rejection and terminal equipment performance data including model number, flow rate, capacity, entering and leaving temperature in full economizer cooling mode. 1413.3 Integrated Operation: Air economizers shall be capable of providing partial cooling even when additional mechanical cooling is required to meet the remainder of the cooling load. Exceptions: 1. Individual, direct expansion units that have a rated capacity less than 65,000 Btu/h and use nonintegrated economizer controls that preclude simultaneous operation of the economizer and mechanical cooling. 2. Water-cooled water chillers with waterside economizer. 1413.4 Humidification: If an air economizer is required on a cooling system for which humidification equipment is to be provided to maintain minimum indoor humidity levels, then the humidifier shall be of the adiabatic type (direct evaporative media or fog atomization type). Exceptions: 1. Health care facilities where WAC 246-320-525 allows only steam injection humidifiers in ductwork downstream of final filters. 1412.6 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Bluth shall have modulating or staged combustion control. 2. Systems with water economizer 3. 100% outside air systems w'th no provisions for air recirculation to the central supply fan. 4. Nonadiabatic humidifiers cumulatively serving no more than 10% of a building's air economizer capacity as measured in cfm. This refers to the system cfm serving rooms with stand alone or duct mounted humidifiers. 1414 Ducting Systems 1414.1 Sealing: Duct work which is designed to operate at pressures above 1/2 inch water column static pressure shall be sealed in accordance with Standard RS -18. Extent of sealing required is as follows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Static pressure: 2 inches to 3 inches; seal all transverse joints and longitudinal seams. 3. Static pressure: above 3 inches; seal all transverse joints, longitudinal seams and duct wall penetrations. Duct tape and other pressure sensitive tape shall not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 Insulation: Ducts and plenums that are constructed and function as part of the building envelope, by separating interior space from exterior space, shall meet all applicable requirements of Chapter 13. These requirements include insulation installation, moisture control, air leakage, and building envelope insulation levels. Uiheated equipment rooms with combustion air louvers must be isolated from the conditioned space by insulating interior surfaces to a minimum of R-11 and any exterior envelope surfaces per Chapter 13. Outside air ducts serving individual supply air units with less than 2,800 cfm of total supply air capacity shall be insulated to a minimum of R-7 and are not considered building envelope. Other outside air duct runs are considered building envelope until they, 1. connect to the heating or cooling equipment, or 2. are isolated from the exterior with an automatic shut-off damper complying with Section 1412.4.1 Once outside air ducts meet the above listed requirements, any runs within conditioned space shall comply with Table 14-5 requirements. Other ducts and plenums shall be thermally insulated per Table 14-5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation_ 3. Exposed ductwork within a zone that serves that zone. 1415 Piping Systems 1415.1 insulation: Piping shall be thermally insulated in accordance with Table 14-6. Exception: Piping installed within unitary HVAC equipment. Water pipes outside the conditioned space shall be insulated in accordance with Washington State Plumbing Code (WAC 51-26) 1416 Completion Requirements (Refer to NREC Section 1416 and the Building Commissioning Guidelines, published by the Building Commissioning Association, for complete text and guidelines 10r building completion and commissioning requirements.) Intterior Lighti 2006 Washington State Nonresidential Energy Code Compliance Form t' i�# ng1Summary, 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address I FLY - INDOOR SKYDIVING Date 10/12/2010 301 TUKWILA PKWY. For Building Department Use TUKWILA, WA Applicant Name: AWA ELECTRICAL CONSULTANTS, INC. AppliCantAddreSs: 19015 36TH AVE. WEST, SUITE E, LYNNWOOD, WA 98036 Applicant Phone: 425-775-1799 Project Description '4 New Building • Addition ■ Alteration ■ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive • Lighting Power Allowance (See Qualification Checklist (over). Indicate Prescriptive & LPA 0 Systems Analysis spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) F3 • No changes are being made to the lighting 30 • Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor/room no.) Occupancy Description Allowed Watts per fr2 ** Area in ftz Allowed x Area Fl ASSEMBLY AREA - MAIN LEVEL / SECOND LEVEL 1.00 3460.0 3460.0 F2 COMMON AREA - MAIN / SECOND LEVEL 0.80 3460.0 2768.0 F3 1 -LAMP 32W COMPACT FLUORESCENT 30 35.0 1050.0 F4 FOOD PRET? AREAS (EXEMPT) 24 284.0 1488.0 F5 ELECTRICAL ROOMS (EXEMPT) 2 519.0 62.0 ** From Table 15-1 (over) - document at exceptions on form LTG -LPA Proposed Lighting Wattage Total Allowed Wat 6228.0 Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Fl 2 -LAMP 32W COMPACT FLUORESCENT 12 70.0 840.0 F2 1 -LAMP 26W COMPACT FLUORESCENT 5. 29.0 145.0 F3 1 -LAMP 32W COMPACT FLUORESCENT 30 35.0 1050.0 F4 2 -LAMP 32W/T8 FLUORESCENT 24 62.0 1488.0 F5 1 -LAMP 32W/T8 FLUORESCENT 2 31.0 62.0 F6 2 -LAMP 32W/T8 FLUORESCENT 16 62.0 992.0 F7 1 -LAMP 32W COMPACT FLUORESCENT 6 35.0 210.0 F8 1 -LAMP 113W COMPACT FLUORESCENT 6 19.0 114.0 F9 1 -LAMP 32W/T8 FLUORESCENT 5 31.0 155.0 F10 INCANDESCENT TRACK- 50W PER FT. 16 50.0 800.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 5856.0 Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fixture blank. 2006 Washington State Nonresidential Energy Code Compliance Form Interior Light ng fSumThary�(back)� LTG-INIT. 2006 Washington State Nonresidential Energy Code Compliance Form Revised July 2007 Prescriptive Spaces Occupancy:• 0 Warehouses, storage areas or aircraft storage hangers °Other Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: (Section 1521) 0.9 MI Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1. Fluorescent fixtures which are non -lensed with a) 1 or 2 two lamps, b) reflector or louvers, c) 5-60 watt T-1, T-2, T-4, T-5, T-8 lamps, and d) hard -wired elec- tronic dimming ballasts. Screw-in compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <= 150w c) electronic belles 3. LED lights. TABLE 15-1 Unit Lighting Power Allowance (LPA s Use LPA2 (W/sf) Use' LPA2 (W/sf) Automotive facility 0.9 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, 11 churches) " 1.0 Convention center 1.2 Penitentiary and other Group 1-3 Occupancies 1.0 Courthouse 1.2 Police and fire stations' 1.0 Cafeterias, fast food establishments5, restaurants/bars5 1.3 Post office 1.1 Dormitory 1.0 Retail10, retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.5 Exercise center 1.0 School buildings (Group E Occupancy only), school classrooms, day care centers 1.2 Gvmnas a , assembly space:s9 1.0 Theater, motion picture 1.2 Health care clinic 1.0 Theater, performing arts 1.6 Hospital, nursing homes, and other Group 1-1 and 1-2 Occupancies 1.2 Transportation 1.0 Hotel/motel 1.0 Warehouses", storage areas 0.5 Hotel banquet/conference/exhibition hall3,4 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified "laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 0.2 Laundries 1.2 • Libraries5 1.3 1.3 Plans Submitted for Common Areas Only' Main floor building lobbies3 (except mall concourses) 1.2 Manufacturing facility Museum 1.1 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Reserved. 7) For conference rooms and offices less than 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.10 w/ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W/ft2. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three -quarter -height partitions (transparent or opaque). and lighting for free-standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling -mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2006 Washington State Nonresidential Energy Code Compliance Form ,Exterior Light ng' $0rn,mary 'LTG-EXTj 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Proj Addres I FLY - INDOOR SKYDIVING Date 10/12/2010 301 TUKWILA PKWY. For Building Department Use TUKWILA, WA Name: AWA ELECTRICAL CONSULTANTS, INC. Appl. Name 19015 36TH AVE. WEST, SUITE E, LYNNWOOD, WA 98036 Appl. Phone 425-775-1799 Project Description Main Entry 74 New • Addition • Alteration • Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option I • Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) 624.0 motion Sensor 0 Efficacy > 60 Iumens!W • Controlled by • Exemption (list) Alteration Exceptions (check appropriate box sec. 1132.3) • No changes are being made to the lighting increased, & space use not ■ Less than 60% of the fixtures new, installed wattage not Tradable Maximum Allowed Lighting Wattage Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Grounds Walkways >10' wide 1 -LAMP 39W METAL HALIDE 0.2 W/ft2 684.0 136.8 Main Entry 30 W/LF of door wid 6 .0 180 . 0 Canopies and Overhangs F17 1.25 W/ft2 624.0 780 .0 Tradable Proposed Lighting Wattage Total Allowed Watt l 1096 .8 Use mfgr listed maximum input wattage. For fixtures with hard -wired ballasts only the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed F14 1 -LAMP 39W METAL HALIDE 6 44.0 264.0 F15 1 -LAMP 20W METAL HALIDE 6 23.0 138.0 F17 2 -LAMP 32W CFL 2 70.0 140.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Non -Tradable Maximum Allowed Lighting Wattage Total Proposed Watts 542 .0 Non -Tradable Locations 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 area) F12 - 1 -LAMP 150W CMH 0.2 W/ft2 13500.0 2700.0 Bldg. Facade (by area) F13 - 1 -LAMP 150W CMH & 1-39W CMH 0.2 W/ft2 205.0 1435. 0 Non -Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bldg. Facade (by area) F12 - 1 -LAMP 150W CMH 7 170.0 1190. 0 Bldg. Facade (by area) F13 - 1 -LAMP 150W CMH & 1-39W CMH 7 205.0 1435. 0 Proposed Watts may not exceed Allowed Watts for Category 2006 Washington State Nonresidential Energ Code Compliance Form Exterior ;Ligh ing S;ummalr 2006 Washington State Nonresidential Energy Code Compliance Form ac.k) TABLE 15-2 LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS 1 -EXT Revised July 2007 Tradable Surfaces (Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded.) Uncovered Parking Areas Parking lots and drives 0.15 W/ft2 Building Grounds Walkways less than 10 feet wide 1.0 W/linear foot Walkways 10 feet wide or greater Plaza areas Special feature areas 0.2W/ft2 Stairways 1.0 W/ft2 Building Entrances and Exits Main entries 30 W/linear foot of door width Other doors 20 W/linear foot of door width Canopies and Overhangs Canopies (free standing and attached and overhangs) 1.25 W/ft2 Outdoor Sales Open areas (including vehicle sales lots) 0.5 W/ft2 Street frontage for vehicle sales lots in addition to "open area" allowance 20 W/linear foot Non -Tradable Surfaces (Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted in the "Tradable Surfaces" section of this table.) Building Facades 0.2 W/ft2 for each illuminated wall or surface or 5.0W/linear foot for each illuminated wall or surface length Automated teller machines and night depositories . 270 W per location plus 90 W per additional ATMper location Entrances and gatehouse inspection stations at guarded facilities 1.25 W/ft2 of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces") Loading areas for law enforcement, fire, ambulance and other emergency service vehicles 0.5 W/ft2 of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces") Material handling and associated storage 0.5 W/ft2 Drive -up windows at fast food restaurants 400W per drive-through Parking near 24-hour retail entrances 800 W per main entry Jensen / Fey ARCHITECT'S SUPPLEMENTAL INSTRUCTIONS PROJECT: I -Fly OWNER: Bill Adams TO: Rushforth Construction CONTRACT FOR: General Construction CONTRACT DATED: 7730 Leary Way Redmond, Washington 98052 PHONE: 425-216-0318 FAX: 425-216-0329 OWNER 0 ARCHITECT X❑ CONSULTANT ❑ CONTRACTOR X❑ OTHER X❑ ARCHITECT'S SUPPLEMENTAL INSTRUCTION NO; AS1 #45 DATE OF ISSUANCE: 3/6/11 ARCHITECT: Jensen Fey Arachitecture ARCHITECT'S PROJECT NO.: 1009 The work shall he carried out in accordance with the following supplemental instructions issued in accordance with the Contract Documents. Description: Insulation to he installed in the interstitial space surrounding the inlet contractor to he Johns Manville FSK 25 to meet; or exceed R-21 requirements, Insulation to he pinned to the fiberglass surface to he held in place. Attachments: Johns Manville FSK -25 material sheet ISSUED BY: . Jensen/Fey Architecture & Planning Architect REVIEWED FOR CODE COMPLIANC APPROVED APR 08 Cull City of Tukwilt BUILDING n1U1.C) Johns Manville Smart Ideas. Better Insulation. FSK -25 Faced Batts Flame -resistant Formaldehyde -free Thermal and Acoustical Fiber Glass Insulation FORMALDEHYDE -FREE Johns Manville has revolutionized the building insulation industry by introducing an entire line of formaldehyde -free fiber glass building insulation JM Formaldehyde -free insulation provides the same high-quality thermal and acoustical properties as conventional .IM liber glass — lust without the formaldehyde -based binder Why? Because is a smart thing to de for our customers and the environment Formaldehyde has traditionally been used as parr of the binder in fiber glass insulation Although there is nu health risk with the traditional product. formaldehyde, et higher levels inay cause irritation and sensitivity JM Formnldehydu•lree building insulation utilizes an innovative new acrylic binder that eliminates binder -related formaldehyde emissions :Milne manutdctunng and. once installed, will not oti -qas formaldehyde in the indoor envunnmert No formaldehyde means fewer things 10 worry about Visit us at www.jm.com tor iron, information. PRODUCT DESCRIPTION Johns Manville FSK 25 fared insulation is a lightweight name, resistant thermal and aco,isrical tiber glass insulation made of long, resilient glass fibers bonded with an acrylic thermosetting binder the batts are laminated with an FSK lfod-scrim-kraft) facing, which enables the insulation to carry a fire hazard classification rating of 25/50 or less per ASTM E 84 and also serves as an excellent vapor retarder. FSK -25 may be left exposed where codes permit. APPLICATIONS New Construction • Wood frame construction — residential homes and fight commercial buildings • Metal frame construction —commercial buildings Retrofit - Masonry walls • Under roof decks INSTALLATION FSK -25 laced insulation cuts easily with an ordinary utility knife Stapling tabs are provided for attachment to wood framing The insulation can also be installed with fasteners or simply pressed in place between studs or foists/rafters FSK -25 faced insulation must be protected horn outside elements like wind, ram and sunlight Note: In colder climate areas, vapor retarders {whether attached to the insulation or applied separately) are often placed toward the heated or conditioned side of the wall. This is done to reduce water vapor penetration into the wall from the building interior. Conversely, in predominantly hot, humid climates local practices often call for placing the vapor retarder toward the outside of the wall cavity, Check your local budding codes tor vapor retarder requirements. PACKAGING FSK -25 faced insulation is compression -packaged for savings in storage and freight costs RECOMMENDED STORAGE AND TRANSPORT Store insulation indoors Keep insulation clean and dry at all times. When transporting, cover completely with a waterproof tarpaulin as necessary. SPECIFICATION COMPLIANCE ASTM C 665, Type III, Class A, Category 1 ASTM E 96 Permeability: FSK — 0.05 Perms ASTM E 84 Flame Spread 25 or less, Smoke Developed 50 or less PERFORMANCE ADVANTAGES • Formaldehyde -free — will not oft -gas formaldehyde in the indoor environment • Fire-resistant and Noncombustible -- {see Specii!cation Compliance). FSK -25 I aced insulation can be Tett exposed where codes permit • Moisture Control — the FSK -25 facing resists water vapor transmission • Light -reflective — when exposed. the FSK -25 reflective surface helps maximize I ghting efficiency and may reduce I ghting requirements • Thermal Efficiency— provides effective resistance to heat transfer with Ft -values tp to 8-30 (RSI -5.3). • Sound Control — reduces transmission of sound through exterior walls and floor/ceiling assemblies • Noncorrosive — does not accelerate corrosion cf pipes, wrong or metal studs • Durable — unaffected by moisture, oil, crease and most adds It will not rot, mildew or otherwise deteriorate. • Resilient — bonded glass fibers will not pull apart during normal applications and resist settling, breakdown and sagging from vibration. • Flexible —forms readily around corners and curved surfaces. REVIEWED FOR CODE COMPLIANCE APPROVED APR 08 2uii City of Tukwila BUILDING DIVISInto FSK -25 Faced Batts Flame -resistant Formaldehyde -free Thermal and Acoustical Fiber Glass Ins mien Visit our website at vonw jrn cunt Or cell: 1-800-654-3103 NUM CODE COMPLIANCE AND FIRE HAZARD CLASSIFICATION IC110 COCCI BOCA ISCJIRC Rama Spread" Smoke Developed' unraced Au Types All types 411 Types 411 Types/All TypeS 25 50 *Prt AVM E AVAILABLE FORMS* Specification R-volue 00thelloilee thr•Itt."Fiattil itst•eatue gni.*Krveattsi Thichneest* On) fowl Metal Width"" tad Wood Framing (M) Mthaf fronting (nm) Wood framing Imml AVM C 665 30 5.3 10 A 260 10.24 16 24 408.610 406,810 FSK,25 laced 19 33 0/ 159 16.24 1523 406 610 381.584 Type 01.ClasS A 13 23 3.4, 3Y, 89.92 16.24 15 406.610 391 11 101 3,/, 31', :-.92 1824 15,23 406.610 361, 584 ' CI Yroub yaw Coral ably. rap ...mama prodat 1 maga* dors fyy ythyr syYtlYblY wa% ant tratuelIRSEvaluabt 71brItorbbbiayinity by prolaClby Winton p,ms may 5,3N 41 philt lOratiAls, Onith yoke tobbl vrwnot.voto, 5Th or SonO4rapraitto kwyns viol« 48 baltitt *Ant 'Wit SHORT FORM SPECIFICATION All insulation shown on drawings or specified herein shall be "Johns Manville FSK -25 Faced Flarne-resistant Formeldehyde•liee Fiber Glass Insulation" Thermal resistance "R" (RSI) values of the insulation shall be R IRSij -.„ in ceilings, R IRSI) in walls, and R in Vows over unheated spaces The pioduct shall have an FHC rating el 25/50 or less, LIMITATIONS OF USE Check applicable budding codes CERTIFIED maw trs Now tomett GR71Fa41108 Property insulating detractor° using Johns Manville building insulation helps preserve our eiwiromnertt by reducing energy consumption or heating and t whim, reducing the pollution resulting from lot burping, reducing the emission of hezerdeus air pollutants during manufacturing and reducing sante through rhe utilization of recycled materials. Look tor the cross and globe emblem on Johns tvlanyille bedding insulation which thdiontes indeneliffern certification by We:MK Cedilicaltrin Systolic, Inc. of 25% of more recycled glass content. Distributed by Tedueeal simettipptions Be slump in din literature are intended to be used as general guidelines only. The physical and chemical properties of FSI( -25 limed thermal end Keelboat fiber alas insulation toted herein represent typicel, average values obtained in acomthince with accepted lett methods antl are subject to norrnalmenufactionm veriatiens. They are supplied mit technical senecetind are subject le Oa* without mites. Any references to numerical flame speed or smoke developed ratings are not intended to reheat hazards presented by these or any other materials under actual hrdoentiniorts, Check With the obis °thee nearest you for current information, All Johns Memo* products are sold subject to Johns Manville's Limited leilenenty, tied Limitation of Remedy. For a copy of the Johns Manville !Meted warranty and Limitation of Remedy or for iirlannatieti mintier John; Manville thermal and ecoustioal Insulation end systems, C86 (1r write In the SOD number r addresclisted below, REVIEWED FOR CODE COMPLIANCE APPROVED APR 08 Cull City of Tukwila BUILDING nsviRing toall Manville Building Insulation Division 717 17th Street 10:1202) P.O. Box 5108 Denver. CO 80217-5108 1-800-654-3103 wwwjrn coni 8.10.0047 VP 0402 4 tams marmite SKYVENTURE REVIE CODE CO !' APD6?nvFD MAR 18 cull TO: FROM: TIME: DATE: FILE COPY Peri No. MEMORANDUM Alan Metni, SkyVenture, LLC Paul Sodennan, Acoustical Engineering Consultant 1:52 PM 4/25/2006 Subject: Summary of Acoustic Survey at the Denver SkyVenture Wind Tunnel crtvENu► FEB 1 2011 PERMITCENTER Noise Contour Results The acoustic field data were extrapolated to large distance and plotted as contours of A -weighted sound around the wind tunnel. The contours do not include acoustic shadows created by nearby structures. Figures 1 and 2 are results with air exchange louvers closed and set fully open at 25°, respectively. O 0 O O 0 0 0 O o 0 Q M N O r N M V IA 500 400 300 200 100 0 100 200 300 400 500 dBA Q 70-75 65-70 ❑ 60-65 ❑ 55-60 ❑ 50-55 Figure 1 — Estimated A -weighted noise contours around the wind tunnel based on field e feet from wind tunnel center. Air g o o 0 0 0 0 ▪ O M N 0 .- N 0 0 500 400 300 200 100 0 100 200 300 400 500 0 o 0 8 M O IA Figure 2 — Estimated A -weighted noise contours around the wind tunnel based on field data; axes are feet from wind tunnel center. Air exchange doors fully open at 25°CORREff SKYVENTURE INTERNATIONAL, LTD, 1st Floor, Kings Court, Bay Street - P.O. Box N-3944 - Nassau, Bahamas City of Tukwila BUILDINGfliviRinm Background and Methodology Acoustic measurements were acquired exterior to the Denver SkyVenture wind tunnel on April 10-11, 2006. The purpose of the test was to document the exterior noise radiated by the wind tunnel, identify noise sources, and inspect noise control features of the facility. A -weighted sound level measurements were made along three ground tracks radiating from the wind tunnel as shown in Figure 3. Three data samples at each station were recorded using an Extech 407768 sound level meter approximately 4 ft above the ground. Track 1 was perpendicular to the air exchange exhaust. Track 2 was 45° to the exhaust, and track 3 was perpendicular to the facility entrance. Track l extended 300 ft, but track 2 was limited to 200 ft because of a fence, and track 3 was limited to 200 ft because of a building. track 3 track 2 parking lot entrance Figure 3 — Plan view of wind tunnel and noise measurement tracks. 2 track 1 air exchange / exhaust air exchange inlet air exchange exhaust REVIEWED FOR CODE COMPLIANCE ispoonvgn MNK 18LuiI City of Tukwila BUILDING Minim SKYVENTURE INTERNATIONAL, LTD, 1st Floor, Kings Court, Bay Street - P.O. Box N-3944 - Nassau, Bahamas A -Weighted Field Data Figure 4 shows the sound decay along track 1 for two wind tunnel conditions: a) air exchange closed and b) air exchange open fully with doors set to 24°. The empty flight chamber dynamic pressure was set at 8 inches of water in all cases (airspeed = 139 mph). As expected, the data tended to decay more slowly close to the wind tunnel and decay approximately 6 dB per double distance in the acoustic far field. The air exchange is the main noise path as evidenced by the 10 dBA or more noise reduction achieved by closing the inlet and exhaust louvers. These noise levels, however, are not loud. The wind tunnel noise usually blended into the background noise of 50 to 55 dBA around 200 ft. The data at 300 ft were acquired by waiting for that rare quiet condition when the wind tunnel was clearly audible. Some of the data were corrected for background noise by subtracting 3 dBA when it was perceived that the wind tunnel and background noise were about equal. 70 65 60 Lp, dBA 55 50 SkyVenture Denver track 1 10 100 Distance from wind tunnel wall, ft REVIEWED FOR CODE COMPLIANCE Ape nvgn MNK 18 1i i1 City of Tukwila 1p.so000dennen BUILDING IiviSinm Figure 4 — Sound decay along track 1 perpendicular to air exchange exhaust. Figures 5 and 6 show similar data for tracks 2 and 3. The difference between louvers full open and closed was 15 dBA or more along these tracks. The sound levels were lowest along track 3, which is evident in the contour plots of Figures 1 and 2. 3 SKYVENTURE INTERNATIONAL, LTD, 1st Floor, Kings Court, Bay Street - P.O. Box N-3944 - Nassau, Bahamas 70 65 Lp, dBA 60 55 50 SkyVenture Denver track 2 10 Figure 5 — Sound decay along track 2. Lp, dBA 65 60 55 50 45 100 Distance from wind tunnel wall, tt SkyVenture Denver track 3 1000 p. sodernan 10 Figure 6 — Sound decay along track 3. Tau( Soderman Paul T. Soderman, P.E. Acoustical Engineering Consultant 100 Distance from wind tunnel wall, it 4 1000 p.sodennen SKYVENTURE INTERNATIONAL, LTD, 1st Floor, Kings Court, Bay Street - P.O. Box N-3944 - Nassau, Bahamas tiFL!I Fire Safety Manual iFLY Seattle Indoor Skydiving iFLY Seattle Indoor Skydiving 349 Tukwila Blvd Tukwila WA 98188 206-244-iFLY (4359) Date of issue: 3 JAN 2011 REVIEWED FOR CODE COMPLIANCE -�: PPROVED MAR 18 2011 City of Tukwila BUILDING DIVISION Contents 1. Introduction 2. Premises Description 3. Means of Escape 4. Fire Signage 5. Means of Giving Warning in the Event of Fire 6. Means of Fighting Fire 7. Action to be Taken on Discovering a Fire 8. Action to be Taken on Hearing the Fire Alarm 9. Action to be taken on Hearing the Fire Alarm While Flying is in Progress. 10.Assembly point 11.Visitors, guests and contractors 12.Assistance for disabled persons 13.Fire Wardens duties 14.Training 15.Fire Drill 16.Notes and Fire Safety Information 17.Floor plans and Fire Fighting Equipment. • 1. Introduction This emergency plan deals with the actions that need to be taken by all persons who attend the premises, including Discovering Fire, Evacuation, Disabled Persons, Fire Warden Duties and Downtime. On visiting the premises, persons should be made aware of the Plan and do their up most to comply. 2. Premises Description Airkix is an Indoor skydiving venue, where people fly inside a 40ft vertical wind tunnel. Airkix has two main areas. . The ground floor area of Airkix includes 2 small offices,1 larger open plan office, a rear store room, reception area, Ladies, Gents and Disabled toilets, a small kitchen/ staff room area, a Disabled passenger lift, staircase leading to the first floor, rear server room, VFD plant room and a rear utility store. This area will be called Ground floor in this document. The first floor tunnel area includes 3 small team rooms, a viewing area, a control room, a conference/party room, a classroom, a gearing up area and a Bar / Kitchenette area. There is also a disabled lift in this area. This area will be called "First Floor Area" for the use of this document. A second floor is the main maintenance area to the Fan Deck. This area will be classed in this document as the "Service Deck". 3. Means of Escape Airkix has 3 ground floor fire exits, which comprise of 2 rear fire doors, one by the side of the ground floor staff room and the other to the rear of the large open plan office, and 1 main entry /exit door to the front of the building at reception. 4. Fire Signage Throughout the building fire exit routes are clearly signed with ceiling mounted LED illuminated emergency exit signs. Emergency lighting is also installed throughout the building. 5. Means of Giving Warning in the Event of a Fire The fire alarm system provided within the building consists of manual `break glass' call points installed on exit routes along with automatic smoke and heat detection in specific areas. The fire alarm panel is located in the reception area alongside the main entry door to the building. It is the responsibility of all persons on site to notify management of any faults found with any fire prevention, detection or assistance equipment. i 6. Means of Fighting Fire Fire extinguishers must never be removed from their holders or designated positions, unless they are in use or are being serviced. Fire fighting equipment provided throughout the premises is as follows: • 5 x sets of both Foam and CO2 Fire Extinguishers are located though out the building with "Glow in the Dark "signage above. These locations are as follows, • 1) Reception Desk, • 2) Rear Fire Door of main open plan office, • 3) Top of rear stairs near team rooms, • 4) Bar area first floor, • 5) Service deck 2nd floor • 6) Fire Blanket in staff room kitchen and first floor Kitchenette. • Fire extinguisher locations depicted by cross on the ground and first floor diagrams below - 7. Action to be taken on Discovering a Fire Operate the nearest fire alarm call point. (The fire alarm call points are the red 4inch by 4inch `break -glass' boxes located throughout the building. The fire alarm will sound an evacuation throughout the building. The fire brigade is called by the person discovering the fire, by dialling 999 and giving clear details of location of fire. If the fire is small in size (small waste paper bin size) and there is no danger of being trapped between the fire and an exit, persons may operate a fire extinguisher to extinguisher the fire. It is important to remember that only one fire extinguisher should be used; if the fire has not fully extinguished DO NOT attempt it with another extinguisher 8. Action to be taken on Hearing the Fire Alarm On hearing the alarm the following should be carried out: • Do not delay -evacuate the building immediately • Do not stop to collect personal possessions • Do not use the lifts • Walk quickly, do not run • Remain calm and proceed in an orderly manner • Do not re-enter the building until the Senior person acting as Fire Warden is satisfied that the premises are safe to re-enter 9. Action to be taken on Hearing the Fire Alarm While Flying is in Progress On hearing the alarm the driver should do the following: • Make sure the instructor inside is aware • Turn the wind off • Shut down the tunnel • Help the instructor evacuate the tunnel and viewing area • Remain calm and proceed to nearest exit 10. Assembly Point The assembly point is at the far end of the Airkix car park near to the mini roundabout. This area is has Fire Assembly point signage attached to the lamp post. When all personal are out of the building a senior member of staff must liaise with the Fire Brigade on arrival. Fire Assembly Point r. ca 11. Visitors, Guests and Contractors If you have a visitor(s), you must ensure that they are always accompanied whilst on the premises or other arrangements such as installing a signing in and out procedure must be made to track their whereabouts and to account for them in case of an emergency. Contractors working onsite out of business hours must sign in and out with Airkix staff. 12. Assistants for Disabled Persons • Mobility impaired and disabled persons will be escorted to safety by the fire warden or acting warden in his or her absence • On the fire brigade's arrival, they will be informed of any problems with staff or members of public who could not be evacuated and will evacuate them by the safest means. 13. Fire Warden Duties On hearing the evacuation fire alarm sound the fire warden should: - • Take charge of the evacuation from buildings and ensure that all persons (including visitors and contractors) in their area are evacuated by the nearest available escape route immediately. • Check the area, (including toilets) to ensure that all personnel under your care have evacuated. But only if safe to do so. • Do not take personal risks through delay. • Report to the "Fire Co-ordinator" the result of the evacuation. • Proceed to the assembly point and await further instructions from Management or the fire brigade. • If the Fire Warden is not in the area at the time of the alarm activation, they should evacuate to the assembly point and advise the "fire co-ordinator" of the area that has not been checked. 14. Training It is the responsibility of the management to insure that all staff are trained in evacuation and that training is recorded. The management must insure that a fire warden is trained in the systems and the equipment to prevent and detect fires, and actions to take on discovery of a fire. It is essential that all training is recorded and that team briefings and refresher training are conducted. All new personnel coming in to site should read this fire emergency plan as part of their induction. 15. Fire drill Fire evacuation drills will be held at least once a year. All persons must leave their place of work promptly and make their way to their assembly point. If you do not do so, you could endanger your own life and that of others in the case of a real emergency. if you miss a drill, you should inform the management as soon as possible. It is important that any faults, such as quiet areas are notified to the Fire Warden. 16. Notes and Fire Safety Information You should ensure that you participate in all fire training sessions and drills, so far as this is practicable. The Fire Certificate for the premises designates clear ways, protected routes and final exits. These must never be obstructed, even temporarily. Fire doors fitted with a self-closing mechanism must never be left propped or wedged open. The fire alarm will be tested once a year and this will be recorded. If you are given notice of the time of testing and do not hear the alarm at your place of work at that time, you must inform the management as soon as possible. 17. Floor plans The floor plan of Airkix Manchester is shown below, along with a plan including all fire fighting equipment on site. Ground Floor Ground Floor Finishes Plan First Floor vj I ..11111Iu11r t L 111111�11. ^,.j•... Rat Floa Finishes Plan RarType Fire extinguisher located on the 2"a floor service deck ES 4. • Technical Data Light Fixture Installation Protection Kits Thermafiber' Page 1 of 2 Ready -to -use assemblies to speed job completion Features • Reduced labor costs: THERMAFIBER rigid mineral fiber boards come already sized for assembly around standard 2' x 4' fixtures. Or they can be easily cut with a utility knife to fit 1' x 4' or 2' x 2' fixtures or other special size fixtures. • Fast, economical Installation: THERMAFIBER boards assemble easily over fixtures with simple wire tying. • Reduced noise: Optimum -density boards reduce sound transmission through ceiling. • Lower energy costs: High insulating mineral fiber reduces heat transfer through ceiling. • Light weight: 0.63 lb./ft.2 will not overstress conventional ceiling suspension systems. • Flame retardancy: Class 25 or Class A (NFPA 101). • Surface burning characteristics: Flame spread 15, smoke developed 0 (ASTM E84 test procedure). • Specification/code compliance: See chart on back. Kit Contents Kits contain 10 30" x 48" pieces and 20 6" x 30" pieces, enough for: • 10 2' x 4' fixtures • 17 2' x 2' fixtures • 201' x 4' fixtures Installation Assemblies Box assembly exposed suspension (1-1/4" semi-rigid blankets) r r T.. spaces Tandem Tight fixture detail (1-1/4" semi-rigid blankets) �., n� _� e�47 :.. Y 1 x Vented box assembly (5/B" rigid board) R IVE AWED FOR ZDE COMPLIANCE P.:..PP dmfOVE i b.r� i .. pt � . t _ : t ;A %� m , 4Ph" 6, 18" 1 + / / 3/,"-f MAR 18 c U , t 23'/4" Cita!! of Tukwila Ina Printed In U.S.A.98C1998. USG Interims, Inc BUILDING DIVISIf"" • Page 2 of 2 Fire Resistance Classification The THERMAFIBER Light Fixture insulation boards are Classified by Underwriters Laboratories Inc. for use in the following fire -rated floor- and roof -ceiling designs: Floor -Ceiling Designs: Design Nos. A003, A009, A010, A203, A204, A207, D010, D201, D209, D216, G007, 6008, 6011, 6019, 6036, 6037, 6202, 6204, 6211, 6213, G215, G222, G227, 6228, 6230, 6231, 6234, 6252, 6258, 6523. 6526, J201, J202, L005, L006, L202, L206. Roof -Ceiling Designs: Design Nos. P002, P201, P202, P203. P213, P214, P228, P229, P230, P235, P237, P239, P240, P241, P242, P246, P267. Environmental Conditions THERMAFIBER Light Fixture Protection Kits are designed for installation and use under standard occupancy conditions at no more than 70% relative humidity. Fire Rating Ceilings overlaid with thermally insulative material will not qualify for a fire -resistive floor -ceiling design unless the insulative material was tested as a component of the fire -rated assembly. Installation THERMAFIBER Light Fixture Protection Kits should be installed by a qualified acoustical installer. This firm is responsible for furnishing all labor, materials, permits, and other items necessary for satisfactory completion of the job according to specifications (see SC2023). Maintenance THERMAFIBER Light Protection Kits require no maintenance. Safety First! Follow good safety and industrial hygiene practices during handling and installing of all products and systems. Take necessary precau- tions and wear the appropriate personal protective equipment as needed. Read material safety data sheets and related literature on products before specification and/or installation. USG Interiors, Inc. 125 South Frani4in Street P.O. Boz 4470 Chicago. IL 60680-4470 Literature Number SC897 FACTS -ON -DEMAND'" 800 874.0306 Information Service 800 USG.4YOU Customer Service 800 950.3839 The following are trademarks of USG Interiors. Inca a related company- MVO -ONE. ACOISTOrh, GLEAN ROOM, RAECODE, ME FAL FAO,ROO( FACE, USG THEMA!IO9rIsabade- markol Thamaliber LLC. SC891Aev. 7-98 ®1998. USG Intaias, Inc. Paled In U.SA. Fire Containment Insulation Thermafiber® SafingTM + Exceptional performance in Perimeter Fire Containment Systems + Provides life saving fire protection in rated assemblies + Fire resistant to temperatures above 2,000°F (1,093°C) + Easy to fabricate for through penetrations and firestopping + Conserves energy, reduces Greenhouse gas and carbon emissions + Resists maisturse----- REVIEWED FOR • Controls 40DEMPLIANCE APP Van Up to 90% Recycled Content Contributes 10 33 LEED credits across 4 categories. MAR 18 ail City of Tukwila Energy & Atmosphere Materials & Resources 2.1, 2.2 3.1, 3.2 4.1, 4.2 5.1, 5.2 Indoor Environmental Quality Innovation in Design 3.1, 3.2 9 THE NAME IN MINERAL WOOL Made in the USA — . "Thermallber Sating and FiieSpanT. insulation provide the cri ice components of ' the perimeter fire containment system 'tithe 11 South 'Macke Building in Chicago, 1. Thermafiber insul,stion alio contributed to the building's LEED® Geld fiating. - Thermafiber Sating is'cOmpression fitted betv,sen FireSpan insulation and the concrete slab eoge to create aperimeter:fira containrnentsystern: 'HY • Description: Product Options: Installation: Standard Sizes: Technical Data: Fire -Containment Tests Per ASTM E 2307 Standards Compliance: Thermafiber Insolutions : For Further Information: Thermafiber° Safing THERMAFIBER Safing products are designed to provide life saving fire protection in perimeter fire containment systems, floor and wall penetrations, construction joints, and other firestopping applications. These products are noncombustible, moisture -resistant, noncorrosive, nondeteriorating, mildew -proof and vermin -proof. Thermafiber Safing provides thermal insulation, fire protection, and acoustical control in many different UL and Intertek (formerly OPL) listed fire containment assemblies of 1, 2, and 3 -hr ratings. • Safing 4.0 pcf, 2" or greater thickness, is available with or without a vapor retarding foil facing. • Safing 6.0 pcf, 1.5" or greater thickness, is available with or without a vapor retarding foil facing. • Recycled Content Options': Special "Green" Fiber . 90% EPA Choice Fiber (US Government Buildings) 75% Standard Fiber .. 70% 'Recycled content options other than standard must be specified at time of order. All firestopping insulation should be installed per the architectural specification or system specific test description. All compressed Safing insulation should be installed per the listed assembly. • Perimeter Installation: Safing insulation should be compression fitted between the slab edge and the FireSpan curtain wall insulation, leaving no voids. • Penetration Application: Safing insulation should be cut slightly larger than the opening and compression fitted into the opening, leaving no voids. • Construction Joint Application: Safing insulation should be compression fitted into the joint opening, leaving no voids. Thickness* I Widths** I Lengths** Safinq 4.0 pcf 1"- 6" 16", 24", 36" 48", 60" Safinq 6.0 pcf • 1"- 6" 16", 24", 36" 481 60" Tolerances j +1/4" - 1/8" i ±1/8" I ±1/2" 'Thicknesses are available in h" increments. "Custom sizes are available upon request. Sating insulation is a critical component of any perimeter fire containment system. Thermafiber has performed decades of testing in all of the containment systems listed below. For more complete test information, see SA707, THERMAFIBER Life -Safety Fire Containment Systems technical catalog or UL and Intertek (formerly OPL) Directories. For a full listing of containment systems visit www.thermafiber.com and click on Fire Rated Assemblies. UL Reference = TYPE SAF • Aluminum Spandrel Curtain Wall Fire Containment • Steel Stud-Framed/Gypsum Sheathing Curtain Wall Fire Containment • Glass Spandrel Curtain Wall Fire Containment • Granite Spandrel Curtain Wall Fire Containment • Precast Concrete Spandrel Safing Insulation meets the following: ASTM C 665 Non -corrosive, Type I, III ASTM C 612 Type IA, IB, II ASTM E 136 Rated Non-combustible per NFPA Standard 220 ASTM E 96 Unfaced, 50 Perms as tested ASTM E 96 Foil Faced, 0.02 Perms as tested ASTM C 1104 Absorbs less than 1% by volume ASTM E 814 or UL 1479 Safing Insulation used in conjunction with an approved fill, void, or cavity material sealant or other approved material in through — penetration firestop systems. UL 2079 Safing Insulation used in conjunction with an approved fill, void or cavity material in construction joint systems Safing products are approved by: New York City Board of Standards & Appeals — (under BSA 39 -74 -SM & accepted by MEA -209- 82-M, Vol. 4). Thermafiber offers industry leading technical and engineering assistance to architects, specifiers, and contractors. These services include CAD drawings, engineering judgments, LEED® Credit Information, product recommendations, and customized products. Contact our technical services department at 1-888-834-2371, or email technicalservices®thermafiber.com. For additional information about these or other Thermafiber products contact us at 1-888-834-2371 or visit our website www.thermafiber.com. THERMAFIBER, Inc. shall not be liable for incidental and consequential damages, directly of indirectly sustained, nor for any loss caused by application of Notice: these goods not in accordance with current printed instructions or for other than the intended use. THERMAFIBER liability is expressly limited to replacement of defective goods. My claim shall be deemed waived unless made in writing within thirty (30) days from date it was or reasonably should have been discovered. Submittal Approvals: iiitaffber 91"""`5" 3711 Mill Street 1 Wabash, IN 46992 1 888-TFIBER1 [834-2371] 1 [260] 563-2111 1 www.thermafiber.com Job Name Contractor Date TF612/Rev 01-11 Copynghl2 Tested to ASTM E 84 Tested to ASTM C 518 Unfaced Foil Faced Product Designation Actual Density "k" @ 75° [24°C] BTU.in/hr.sq. ft. °F "R" value per inch of thickness*** Flame Spread Smoke Developed Flame Spread Smoke Developed Safing 4.0 pcf 0.24 'R'= 4.2 0 0 25 0 Safing 6.0 pcf 0.24 'R'= 4.2 0 0 25 0 ***R = thickness divided by 'k' Sating insulation is a critical component of any perimeter fire containment system. Thermafiber has performed decades of testing in all of the containment systems listed below. For more complete test information, see SA707, THERMAFIBER Life -Safety Fire Containment Systems technical catalog or UL and Intertek (formerly OPL) Directories. For a full listing of containment systems visit www.thermafiber.com and click on Fire Rated Assemblies. UL Reference = TYPE SAF • Aluminum Spandrel Curtain Wall Fire Containment • Steel Stud-Framed/Gypsum Sheathing Curtain Wall Fire Containment • Glass Spandrel Curtain Wall Fire Containment • Granite Spandrel Curtain Wall Fire Containment • Precast Concrete Spandrel Safing Insulation meets the following: ASTM C 665 Non -corrosive, Type I, III ASTM C 612 Type IA, IB, II ASTM E 136 Rated Non-combustible per NFPA Standard 220 ASTM E 96 Unfaced, 50 Perms as tested ASTM E 96 Foil Faced, 0.02 Perms as tested ASTM C 1104 Absorbs less than 1% by volume ASTM E 814 or UL 1479 Safing Insulation used in conjunction with an approved fill, void, or cavity material sealant or other approved material in through — penetration firestop systems. UL 2079 Safing Insulation used in conjunction with an approved fill, void or cavity material in construction joint systems Safing products are approved by: New York City Board of Standards & Appeals — (under BSA 39 -74 -SM & accepted by MEA -209- 82-M, Vol. 4). Thermafiber offers industry leading technical and engineering assistance to architects, specifiers, and contractors. These services include CAD drawings, engineering judgments, LEED® Credit Information, product recommendations, and customized products. Contact our technical services department at 1-888-834-2371, or email technicalservices®thermafiber.com. For additional information about these or other Thermafiber products contact us at 1-888-834-2371 or visit our website www.thermafiber.com. THERMAFIBER, Inc. shall not be liable for incidental and consequential damages, directly of indirectly sustained, nor for any loss caused by application of Notice: these goods not in accordance with current printed instructions or for other than the intended use. THERMAFIBER liability is expressly limited to replacement of defective goods. My claim shall be deemed waived unless made in writing within thirty (30) days from date it was or reasonably should have been discovered. Submittal Approvals: iiitaffber 91"""`5" 3711 Mill Street 1 Wabash, IN 46992 1 888-TFIBER1 [834-2371] 1 [260] 563-2111 1 www.thermafiber.com Job Name Contractor Date TF612/Rev 01-11 Copynghl2 Philip Milianis From: Sent: To: Cc: Subject: Attachments: mnpedersonbros@comcast.net Tuesday, March 22, 2011 9:12 AM Philip Milianis Tim Pederson Fwd: Flame control for fiberglass PD-173FRP.pdf; PD-400.pdf FILE COPY Hi Phil, I hope this is the rest of the information you need, if not give me a call. The finish is pretty cut and dry. However the primer is a little more difficult to work with as I have to get to 30 mils. to get the rating.This material will not meet any LEED requirements, I'm not sure if they are required. I will have to put on multiple coats of primer to reach the 30 mils. In between each coat I will need heat supplied to the area at no time can the temp. drop below 50 degrees. If this happens (heat) I can than recoat over night if not I'll have to wait for it to dry to make sure there is no solvent entrapment and this could take a couple days without the heat. An approx. sf. cost for labor and material is $3.90/sf. Mark Nybo Project Manager/Estimator Pederson Painting, LLC Phone - 253-531-5409 Cell - 253-377-2927 Fax - 253-531-8354 Forwarded Message From: mnpedersonbros@comcast.net To: "Philip Milianis" <pmilianis@rushforth.com> Cc: "Tim Pederson" <timpedersonbros@comcast.net> Sent: Tuesday, March 22, 2011 7:37:00 AM Subject: Fwd: Flame control for fiberglass Phil, Here are the products that were recomended to me. It's a 2 coat system for a Class A rating. However like I said there has not been any testing done on fiberglass. My rep. told me the description of the product meets what you are looking for. However if it takes a real hard impact he was not sure what the surface would do so please take a good look at the product data. I'm sure they will warranty only for what is stated. wanted to get you this first so you can look it over before your meeting. I'll get you a cost shortly. Thanks! Mark Nybo Project Manager/Estimator Pederson Painting, LLC Phone - 253-531-5409 Cell - 253-377-2927 Fax - 253-531-8354 1 REVIEWED FOR O BCE CODE COMPLIANCE PROVED MAR 18 2u l City of Tukwila BUILDING DIVISION Forwarded Message From: "Gary A. Carpenter" <Gary.A.Carpenter@sherwin.com> To: "Mark Nybo" <mnpedersonbros@comcast.net> Cc: swrep4673@sherwin.com Sent: Tuesday, March 22, 2011 6:27:19 AM Subject: Flame control for fiberglass Mark, Attached are the PDS for the intumecent coating system for fiberglass. Please let me know if you have any other questions. Adam, Can you get Mark a hard copy quote on the following products. Thanks Gary Carpenter Seattle District Sales Manager Sherwin Williams CO 8226 Bracken Place STE 225 Snoqualmie, WA 98065 Office 425-396-7400 Cell 206-396-8029 2 'Philip Milianis From: mnpedersonbros@comcast.net Sent: Tuesday, March 22, 2011 9:12 AM To: Philip Milianis Cc: Tim Pederson Subject: Fwd: Flame control for fiberglass Attachments: PD-173FRP.pdf; PD-400.pdf Hi Phil, hope this is the rest of the information you need, if not give me a call. The finish is pretty cut and dry. However the primer is a little more difficult to work with as I have to get to 30 mils. to get the rating.This material will not meet any LEED requirements, I'm not sure if they are required. I will have to put on multiple coats of primer to reach the 30 mils. In between each coat I will need heat supplied to the area at no time can the temp. drop below 50 degrees. If this happens (heat) I can than recoat over night if not I'll have to wait for it to dry to make sure there is no solvent entrapment and this could take a couple days without the heat. An approx. sf. cost for labor and material is $3.90/sf. Mark Nybo Project Manager/Estimator Pederson Painting, LLC Phone - 253-531-5409 Cell - 253-377-2927 Fax - 253-531-8354 Forwarded Message From: mnpedersonbros@comcast.net To: "Philip Milianis" <pmilianis@rushforth.com> Cc: "Tim Pederson" <timpedersonbros@comcast.net> Sent: Tuesday, March 22, 2011 7:37:00 AM Subject: Fwd: Flame control for fiberglass Phil, Here are the products that were recomended to me. It's a 2 coat system for a Class A rating. However like I said there has not been any testing done on fiberglass. My rep. told me the description of the product meets what you are looking for. However if it takes a real hard impact he was not sure what the surface would do so please take a good look at the product data. I'm sure they will warranty only for what is stated. I wanted to get you this first so you can look it over before your meeting. I'll get you a cost shortly. Thanks! Mark Nybo Project Manager/Estimator Pederson Painting, LLC Phone - 253-531-5409 Cell - 253-377-2927 Fax - 253-531-8354 1 Forwarded Message From: "Gary A. Carpenter" <Gary.A.Carpenter@sherwin.com> To: "Mark Nybo" <mnpedersonbros@comcast.net> Cc: swrep4673@sherwin.com Sent: Tuesday, March 22, 2011 6:27:19 AM Subject: Flame control for fiberglass Mark, Attached are the PDS for the intumecent coating system for fiberglass. Please let me know if you have any other questions. Adam, Can you get Mark a hard copy quote on the following products. Thanks Gary Carpenter Seattle District Sales Manager Sherwin Williams CO 8226 Bracken Place STE 225 Snoqualmie, WA 98065 Office 425-396-7400 CeII 206-396-8029 2 CO111rOl. Coatings, LLC DESCRIPTION: Flame Control No. 173FRP is a highly flexible, intumescent type, fire resistant coating. When attacked by fire and/or high heat, the coating puffs up (intumesces) and forms a thick, dense fire barrier, thus affording maximum burn through (fire) protection. This foam layer retards the penetration of heat to the substrate, thus insulating the surface. Aluminum panels 0.050 inches thick, coated with No. 173FRP to a dry film thickness of 0.033 inches, have successfully passed the standard FAA 2000°F fire test, while being subjected to simulated engine take -off and operating conditions. The coated panels completed the FAA 15 minute requirements, with approximately a 50% time safety margin (in excess of 22 minutes before failure). Flame Control No. 173FRP possesses outstanding properties in the following categories. Fire resistant (thermal insulating and bum through protection), adhesion to primed and bare aluminum, metal, and alloy substrates, flexibility, and crack resistance under continuous vibrating conditions. RECOMMENDED USES: Developed primarily for the aircraft industries as an economical means of affording maximum fire protection to lightweight metals, such as aluminum, magnesium, etc. PRODUCT SPECIFICATION: Fineness of Grind (ASTM D 1210) 1 N. S., maximum Solids, non-volatile (Fed test method STD. 141, method 4041.1) 72% minimum Specific Gravity (ASTM D 1475) 1.34 ± 0.03 Viscosity (ASTM D 562, procedure "A") 1100 — 1800 grams FLAME CONTROL NO. 173 FRP Intumescent Fire Resistant Coating Compound For Fiberglass Certificate of Test A certificate of test will be forwarded upon request for each lot of material supplied CHARACTERISTICS: Colors White Special colors are available upon request V.O C 2.841bs/gl (340 g/L) Drying Time @ 77°F (25°C) & 50% R.H.. see application section Type of Cure Coalescence/Heat cure Flash Point 40°F (4.4°C) (Pensky-Martens Closed Cup) Reducer/Cleaner .. No. 173FRP Reducer Shelf Life 1 year (unopened) Packaging 1 & 5 gal. containers Weight/Gal 11.2 ± 0.2 lbs. Shipping Weight 4 gals. - 48 lbs. 5 gals. - 60 lbs. Application Brush or airless spray PRECAUTIONS: WARNING! FLAMMABLE LIQUID & VAPOR: CONTAINS TOLUENE & XYLENE VAPOR HARMFUL. MAY AFFECT THE BRAIN OR NERVOUS SYSTEM CAUSING DIZZINESS, HEADACHE OR NAUSEA. CAUSES EYE, SKIN, NOSE AND THROAT IRRITATION. NOTICE: Reports have associated repeated and prolonged occupational overexposure to solvents with permanent brain and nervous system damage. Intentional misuse by deliberately concentrating and inhaling the contents may be harmful or fatal. Keep away from heat, sparks and flame. VAPORS MAY CAUSE FLASH FIRE. Do not smoke. Extinguish all flames and pilot lights, and turn off stoves, heaters, electric motors and other sources of ignition during use and until all vapors are gone. Prevent build-up of vapors by opening all windows and doors to achieve cross - ventilation. USE ONLY WITH ADEQUATE VENTILATION. Do not breathe vapors or spray mist. Ensure fresh air entry during application and drying. If you experience eye watering, headache or dizziness or if air monitoring demonstrates vapor/mist levels are above applicable limits, wear an appropriate, properly fitted respirator (NIOSH/MSHA approved) during and after application. Follow respirator manufacturer's directions for respirator use. Close container after each use. Avoid contact with eyes, skin and clothing. Wash thoroughly after handling. FIRST AID: If you experience difficulty in breathing, leave the area to obtain fresh air. If continued difficulty is experienced, get medical assistance immediately. In case of eye contact, flush immediately with plenty of water for at least 15 minutes and get medical attention; for skin, wash thoroughly with soap and water. If swallowed, get medical attention immediately. If spilled, contain spilled material and remove with inert absorbent. Dispose of contaminated absorbent, container and unused contents in accordance with local, state and federal regulations. Read MSDS before opening containers. KEEP OUT OF REACH OF CHILDREN SURFACE PREPARTION: FRP Surfaces (Fully cured): All mold release agents and other foreign matter must be removed. Glossy surfaces must be lightly sanded and cleaned. A suggested coverage is 110 sq.ft./gallon. When specified, follow applicable aircraft painting specifications and procedures; if not specified, proceed as follows. FLAME CONTROL NO. 173 FRP hz'neCOfltibL Intumescent Fire Resistant Coating Compound Coatings, LLC For Fiberglass New Work: All surfaces should be primed with a corrosion resistant primer suitable for the substrate. To assure proper adhesion, it is of the utmost importance that the surfaces be CLEAN, free of all oils, fuels, grease, and other foreign matter. Repaint Work: When specified, follow applicable aircraft painting specifications and procedures; if not specified, proceed as follows. Remove all old intumescent coating with a non- flammable paint stripper. After the old coating has been removed, thoroughly clean the surface with Mineral Spirits, making sure all old intumescent coating and foreign matter is completely removed. Examine surface for removal of primer. All areas where the primer has been removed should be reprimed and thoroughly cured before proceeding with the application of No. 173FRP. APPLICATION When specified, follow applicable aircraft painting specifications and procedures; if not specified, proceed as follows. Thoroughly mix to reincorporate all ingredients. A mechanical shaker is recommended. DO NOT STRAIN material. Using heavy duty spray equipment with pot agitation, apply one cross coat of No. 173FRP at approximately 8-10 mils wet film, be certain that the coating is applied uniformly to all areas. If thinning is required for spray application, use only Flame Control No. 173FRP Reducer. Air cure coating for a minimum of 30 minutes (65 - 100°F). Force air dry in oven at 175 + 15°F for a minimum of 1 '/z hours. Add additional cross coats using the above procedure until the proper film thickness, normally 30 mils (0.030 inches), is obtained. By brush, touch up all hard to get at areas, pin holes, peel strip edges, gauge marks, and other areas showing damage, using Flame Control No. 180 Brushable Fire Resistant Coating Compound. After the final coat has been applied and all touch up work performed, allow units to air cure for a minimum of 30 minutes (65 - 100°F). Force air dry in an oven at 175 + 15°F for a minimum of 4 hours. NOTE: If these surfaces are to be overcoated with Flame Control No. 190 white polyurethane Overcoat or other specified overcoat, be certain to protect the coating surfaces against contamination (dirt, fingerprints, grease, etc.), during and after the curing cycles. Apply Flame Control No. 190 white polyurethane overcoat per No.190 instructions. APPLICATION EQUIPMENT: Airless Spray Titan 740 Impact (or Equivalent) Pump Fluid Pressure 2800-3200 psi Manifold Filter None Gun Filter .... 30 Mesh or remove Fluid Hose '4" diameter Gun LX -80 II Tip .023 - .029 Reduction Up to 7% As we cannot anticipate all conditions under which this information and our products, or the products of other manufacturers in combination with our products, may be used, we accept no responsibility for results obtained by the application of this information or the safety or suitability of our products, either alone or in combination with other products. Users are advised to make their own tests to determine the safety and suitability of each such product or product combination for their own purposes. We sell the products without warranty or guarantee, and buyers and users assume all responsibility and liability for loss or damage from the handling and use of our products, whether used alone or in combination with other products. Revised 01/10 Control. Coatings, LLC DESCRIPTION: Flame Control No. 400 Semi -gloss Acrylic is a Class "A" rated, water base, general purpose, fire resistant paint, designed for use on all interior and exterior surfaces, except floors, where maximum durability coupled with fire resistancy is required. No. 400 may be utilized as an overcoat on most intumescent type fire retardant coatings to improve their cleansibility, scrubbability, and overall durability. RECOMMENDED USES: Interior: For use on all noncombustible surfaces (except floors and shelving) and as an overcoat for Flame Control Intumescent Fire Retardant Paint, where a semi -gloss, highly cleansable coating is desired. Exterior: For use on masonry surfaces where a flame resistant coating is required. USED BY: Schools, Colleges, Nursing Homes, Child Care Centers, Hospitals, Penal Institutions, Apartments, Hotels, Factories, Warehouses, Retail Stores, Restaurants, Utilities, Railroad and other Transportation Companies, Oil and Chemical Installations, Military Installations, and other facilities where fire resistant coatings are required. PERFORMANCE INFORMATION: • Class "A" fire rated as a topcoat for intumescent fire retardant paint. (see fire hazard classification section) • Complies with federal, state, local building and fire code require- ments. • Dries by water evaporation to a tough, flexible, semi -gloss finish. • Does not leach (lose fire resistant properties) on exposure to high humidity. FLAME CONTROL NO. 400 A Water Base Interior/Exterior Semi -Gloss Fire Resistant Paint (Overcoat) Fire Hazard Classification, CLASS "A" CHARACTERISTICS: Finish Semi -gloss Color White, Off -White and 13 standard pastel colors Tinting Can be tinted with up to 4 fl. oz. of Universal Tint. Check colorant for compatibility. Spreading Rate 420 sq. ft./gal. (10.3 m2/L) 3.8 mils wet, 1.33 mils dry Volume Solids 35% ± 2 Weight Solids 49% ± 2 V.O.C. Less Than 1.67 lbs./gal. (200 g/L) Drying Time @ 77°F & 50% RH:.. To touch 30 min. To handle 1 hours To recoat 1 to 2 hours Type of Cure Coalescence Flash Point None (Pensky-Martens Closed Cup) Reducer/Cleaner Water Shelf Life 12 months (unopened) Packaging 1 & 5 gal. containers weight/gal. 10.5 ± 0.2 lbs. Shipping weight .... 4 gals - 48 lbs. 5 gals - 56 lbs. Application Brush, roller, conventional and airless spray PRECAUTIONS: Adequate ventilation must be provided during and after application until the coating has dried. Avoid breathing vapors or spray mist. Close container after use. DO NOT TAKE INTERNALLY. Read MSDS before opening containers. KEEP OUT OF REACH OF CHILDREN SURFACE PREPARTION: Surface preparation should be carried out according to good painting practices. Remove all loose, peeling or powdery paint from the surface. All dirt, grease, oil, wax and other foreign matter MUST be removed with a detergent. Rinse surfaces thoroughly with clear water and allow to dry. Repair all cracks, holes and other surface irregularities. Allow to dry, sand lightly and prime repaired surfaces with No. 400. NEW SURFACES: Can be applied directly to primed steel and directly to all other noncombustible surfaces; i.e., dry wall, plaster board, plaster and masonry surfaces. All combustible surfaces, such as wood, plywood, fiberboard, etc., must be coated with Flame Control Intumescent Fire Retardant Paint, before application of No. 400. New ferrous metal surfaces must be primed. Apply Temperkote® H2O Primer. Allow to dry 3-4 hours or until hard, before applying No. 400. PREVIOUSLY PAINTED SURFACES: Noncombustible surfaces having excessive conventional paint film build up, and all combustible surfaces, such as wood, plywood, fiberboard, etc., must be coated with Flame Control Intumescent Fire Retardant Paint, before application of No. 400. No. 400 may be applied directly to existing paint that is tightly adherent and in good condition. All glossy surfaces should be dulled with sandpaper. Spot prime where necessary with appropriate primer as shown above, before application of No. 400. /zine Coitha Coatings, LLC APPLICATION: Mix paint thoroughly by boxing or stirring. Flame Control No. 400 can be applied by brush, roller, airless or conventional spray equipment. Apply using a full bodied coat at the recommended coverage rates. To conform with surface burning characteristics established for this paint, dilution of the paint should be compensated with reduced coverage rates. Do not apply when surface or air temperatures are below 50°F (10°C). Protect from freezing. APPLICATION EQUIPMENT: Airless Spray Titan 440 Impact (or Equivalent) Pump Fluid Pressure.... 1800-2200 psi Manifold Filter 60 Mesh Gun Filter 60 Mesh Fluid Hose 'Y4" diameter Gun LX -80 Il Tip .015 - .019 FLAME CONTROL NO. 400 A Water Base Interior/Exterior Semi -Gloss Fire Resistant Paint (Overcoat) Fire Hazard Classification, CLASS "A" FIRE HAZARD CLASSIFICATION Flame Spread Rating Class "A" when tested in accordance with ASTM E-84 (NFPA 255), the coating obtained the following fire hazard classification. A complete report is available upon request. COATING (SYSTEM) DETAILS CLASSIFICATION OR RATING (WHEN APPLIED TO DOUGLAS FIR) Flame Smoke Spread Developed PRIMER — None BASE COAT — Type 100A/TT-P-26C applied in one coat at 200 sq. ft./U.S. gal. (4.9 m2/L) TOP COAT — Type 400 applied in one coat at 420 sq. ft./U.S. gal (10.3 m2/L) 10 20 As we cannot anticipate all conditions under which this information and our products, or the products of other manufacturers in combination with our products, may be used, we accept no responsibility for results obtained by the application of this information or the safety or suitability of our products, either alone or in combination with other products. Users are advised to make their own tests to determine the safety and suitability of each such product or product combination for their own purposes. We sell the products without warranty or guarantee, and buyers and users assume all responsibility and liability for loss or damage from the handling and use of our products, whether used alone or in combination with other products. Revised 01/11 IFLY - Indoor Skydiving BRACED FRAME BASE CONNECTION CHECK FILE COPY Permit No. SWENSONSAYFA STRUCTURALA ENGINEERING CORPORATION rREVIEWED FOR CODE COMPLIANCE Apoonveo IIAK18ZU11 City of Tukwila BUILDING DIVISION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 ECEIVED FEB 16 2011 PERMIT CENTER DEC 272010 r 'E3RACID FaM,iE Aitcr. --� Pik ova P , A sr Ro.lr 73 GONIJ&Tia..r Fc ct S 3P.Acr T ~ R F K C:pLvlo..a Pv '3c ' (uP) II/ k(DQ ,,v) NGpioaR 60trr-S J u - . 7 -41 v ,, (� Pt,�aL = ,707 (37 * * 3a //y /sissy /osks, L 5 .� r , 7Sx (,75x/251csi )x / Z)xy-3y3K vgR r 571C A 6 f -ro 71i 3 o3 (d ) R 5,5r usE (8) 0s4 coo (r?P :t. v& ),A T 7/Z,�� N-' i v AEI/E.-Lop 9 1 ?A) T "B E/4OE1t,/ = '� -OM BE,� _ c/8 " Jo '17_4 a IZ 8EIAiFoR.cE"t-I ivy i i5 ?goy/ Dcrp To f'R£ L_e' ' c cfa ..i . e/ rzaur 2 5,L.Fsiovvov-i— P-�v� 1� �v 3°3K (W,R.0,0 - 08re_ x y ,7s 3xyxy 4t- (Vt x3 S Q SWOFACE A STRUCTURALENSENGINEERINGNSAY CORPOTRATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project Date Proj.�4 Design Sheet gAsE coPtreccrIo"/ (Cu T. SPEAlcz Prfam V 7,7D7 �� At<r - ,707(377 1 2G71< Pgoy,i E 5/FSR Lv6- . Te. IRE s 1 s- 5 NEA 2. AVL, 1.-U G ga e7 __---- Z / Z / / i o (_6sr) ,6,s7:6 )(ti) z t tt USE � Z w t o I PF P L U S t /101,4,2_ S6E F& mopEL R SvzT S ,Fa r3Asa 4 W� S#6 -A. L u `% Rcpvet smessry /11 r11 k S 'EAR. LUGS 0 CH, Jv6 /1'13/5 7 o 105 hes Wel SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project 17j/1//0 Date Proj. Design Sheet BRACED FRAME BASE PLATE STRESS CHECK Loads applied are horizontal and vertical projections of RyFyAg of brace force and maximum column uplift from overstrength Toad combinations. Applied Loads Model includes y-directional restraints (tension) at the (4) anchor locations and spring restraints in z and x direction (spring stiffness=E concrete) at the shear Tugs RESTRAINT CONDITION PLATE STRESSES (EQ Z DIRECTION) Stresses Members and shells [Kipfin2) - 32.15 ,u.uu 25.72' 23.58 21,44 19.29 17.15 15,01 12.87 Ea .10.73 132V-8 t .44 2.16 E Ang (') 0 Von Mises 7 Stresses Members and shells [Kiplin2] rip; rr-771 2,7.16 22.98 E. 20.90 16.81 16 72 14 evr m. 12.54 10.45 ' ntni r4,1-41 [771 4.10 2.10 6.149E-03 I,' 1 'Smh4 Env 'Egg e, Max Ang 0 Von Mises PLATE STRESSES (EQ X Direction) SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Current Date: 12/23/2010 1:32 PM Units system: English File name: C:\Documents and Settings\egibson\My Documents\uFly\permit revierw\base plate model3.etz\ Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length fot calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z -TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X [in] Y [in] Z Rigid Floor [in] 1 0.00 0.00 0.00 0 2 12.00 0.00 0.00 0 3 0.00 0.00 -14.00 0 4 12.00 0.00 -14.00 0 5 6.00 0.00 0.00 0 6 6.00 0.00 -14.00 0 7 0.00 0.00 -7.00 0 8 12.00 0.00 -7.00 0 13 6.00 0.00 -7.00 0 14 2.00 0.00 -1.00 0 15 10.00 0.00 -1.00 0 16 2.00 0.00 -13.00 0 17 10.00 0.00 -13.00 0 Pagel 18 • , 6.00 0.00 -1.00 0 19 6.00 0.00 -13.00 0 49 6.00 0.00 -2.00 0 62 6.00 0.00 -3.00 0 75 6.00 0.00 -4.00 0 88 6.00 0.00 -5.00 0 101 6.00 0.00 -6.00 0 126 6.00 0.00 -8.00 0 139 6.00 0.00 -9.00 0 152 6.00 0.00 -10.00 0 165 6.00 0.00 -11.00 0 178 6.00 0.00 -12.00 0 214 1.00 0.00 -7.00 0 217 2.00 0.00 -7.00 0 219 3.00 0.00 -7.00 0 221 4.00 0.00 -7.00 0 223 5.00 0.00 -7.00 0 226 7.00 0.00 -7.00 0 228 8.00 0.00 -7.00 0 230 9.00 0.00 -7.00 0 232 10.00 0.00 -7.00 0 234 11.00 0.00 -7.00 0 402 2.25 0.00 -3.25 0 404 9.75 0.00 -3.25 0 405 9.75 0.00 -10.75 0 406 1.00 0.00 -14.00 0 407 0.00 0.00 -13.00 0 408 1.00 0.00 -13.00 0 409 2.00 0.00 -14.00 0 410 3.00 0.00 -14.00 0 411 3.00 0.00 -13.00 0 412 4.00 0.00 -14.00 0 413 4.00 0.00 -13.00 0 414 5.00 0.00 -14.00 0 415 5.00 0.00 -13.00 0 416 7.00 0.00 -14.00 0 417 7.00 0.00 -13.00 0 418 8.00 0.00 -14.00 0 419 8.00 0.00 -13.00 0 420 9.00 0.00 -14.00 0 421 9.00 0.00 -13.00 0 422 10.00 0.00 -14.00 0 423 11.00 0.00 -14.00 0 424 11.00 0.00 -13.00 0 425 12.00 0.00 -13.00 0 426 0.00 0.00 -12.00 0 427 1.00 0.00 -12.00 0 428 2.00 0.00 -12.00 0 429 3.00 0.00 -12.00 0 430 4.00 0.00 -12.00 0 431 5.00 0.00 -12.00 0 432 7.00 0.00 -12.00 0 433 8.00 0.00 -12.00 0 434 9.00 0.00 -12.00 0 435 10.00 0.00 -12.00 0 436 11.00 0.00 -12.00 0 437 12.00 0.00 -12.00 0 438 0.00 0.00 -11.00 0 439 1.00 0.00 -11.00 0 440 3.00 0.00 -11.00 0 Page2 441 ' ` 4.00 0.00 -11.00 0 442 5.00 0.00 -11.00 0 443 7.00 0.00 -11.00 0 444 8.00 0.00 -11.00 0 445 9.00 0.00 -11.00 0 446 11.00 0.00 -11.00 0 447 12.00 0.00 -11.00 0 448 0.00 0.00 -10.00 0 449 1.00 0.00 -10.00 0 450 2.00 0.00 -10.00 0 451 3.00 0.00 -10.00 0 452 4.00 0.00 -10.00 0 453 5.00 0.00 -10.00 0 454 7.00 0.00 -10.00 0 455 8.00 0.00 -10.00 0 456 9.00 0.00 -10.00 0 457 10.00 0.00 -10.00 0 458 11.00 0.00 -10.00 0 459 12.00 0.00 -10.00 0 460 0.00 0.00 -9.00 0 461 1.00 0.00 -9.00 0 462 2.00 0.00 -9.00 0 463 3.00 0.00 -9.00 0 464 4.00 0.00 -9.00 0 465 5.00 0.00 -9.00 0 466 7.00 0.00 -9.00 0 467 8.00 0.00 -9.00 0 468 9.00 0.00 -9.00 0 469 10.00 0.00 -9.00 0 470 11.00 0.00 -9.00 0 471 12.00 0.00 -9.00 0 472 0.00 0.00 -8.00 0 473 1.00 0.00 -8.00 0 474 2.00 0.00 -8.00 0 475 3.00 0.00 -8.00 0 476 4.00 0.00 -8.00 0 477 5.00 0.00 -8.00 0 478 7.00 0.00 -8.00 0 479 8.00 0.00 -8.00 0 480 9.00 0.00 -8.00 0 481 10.00 0.00 -8.00 0 482 11.00 0.00 -8.00 0 483 12.00 0.00 -8.00 0 484 0.00 0.00 -6.00 0 485 1.00 0.00 -6.00 0 486 2.00 0.00 -6.00 0 487 3.00 0.00 -6.00 0 488 4.00 0.00 -6.00 0 489 5.00 0.00 -6.00 0 490 7.00 0.00 -6.00 0 491 8.00 0.00 -6.00 0 492 9.00 0.00 -6.00 0 493 10.00 0.00 -6.00 0 494 11.00 0.00 -6.00 0 495 12.00 0.00 -6.00 0 496 0.00 0.00 -5.00 0 497 1.00 0.00 -5.00 0 498 2.00 0.00 -5.00 0 499 3.00 0.00 -5.00 0 500 4.00 0.00 -5.00 0 Page3 501 • 5.00 0.00 -5.00 0 502 7.00 0.00 -5.00 0 503 8.00 0.00 -5.00 0 • 504 9.00 0.00 -5.00 0 505 10.00 0.00 -5.00 0 506 11.00 0.00 -5.00 0 507 12.00 0.00 -5.00 0 508 0.00 0.00 -4.00 0 509 1.00 0.00 -4.00 0 510 2.00 0.00 -4.00 0 511 3.00 0.00 -4.00 0 512 4.00 0.00 -4.00 0 513 5.00 0.00 -4.00 0 514 7.00 0.00 -4.00 0 515 8.00 0.00 -4.00 0 516 9.00 0.00 -4.00 0 517 10.00 0.00 -4.00 0 518 11.00 0.00 -4.00 0 519 12.00 0.00 -4.00 0 520 0.00 0.00 -3.00 0 521 1.00 0.00 -3.00 0 522 3.00 0.00 -3.00 0 523 4.00 0.00 -3.00 0 524 5.00 0.00 -3.00 0 525 7.00 0.00 -3.00 0 526 8.00 0.00 -3.00 0 527 9.00 0.00 -3.00 0 528 11.00 0.00 -3.00 0 529 12.00 0.00 -3.00 0 530 0.00 0.00 -2.00 0 531 1.00 0.00 -2.00 0 532 2.00 0.00 -2.00 0 533 3.00 0.00 -2.00 0 534 4.00 0.00 -2.00 0 535 5.00 0.00 -2.00 0 536 7.00 0.00 -2.00 0 537 8.00 0.00 -2.00 0 538 9.00 0.00 -2.00 0 539 10.00 0.00 -2.00 0 540 11.00 0.00 -2.00 0 541 12.00 0.00 -2.00 0 542 0.00 0.00 -1.00 0 543 1.00 0.00 -1.00 0 544 3.00 0.00 -1.00 0 545 4.00 0.00 -1.00 0 546 5.00 0.00 -1.00 0 547 7.00 0.00 -1.00 0 548 8.00 0.00 -1.00 0 549 9.00 0.00 -1.00 0 550 11.00 0.00 -1.00 0 551 12.00 0.00 -1.00 0 552 1.00 0.00 0.00 0 553 2.00 0.00 0.00 0 554 3.00 0.00 0.00 0 555 4.00 0.00 0.00 0 556 5.00 0.00 0.00 0 557 7.00 0.00 0.00 0 558 8.00 0.00 0.00 0 559 9.00 0.00 0.00 0 560 10.00 0.00 0.00 0 Page4 561 - ' 11.00 0.00 0.00 0 11 0.00 -14.00 -7.00 0 12 12.00 -14.00 -7.00 0 50 6.00 -1.1667 -2.00 0 51 6.00 -2.3333 -2.00 0 52 6.00 -3.50 -2.00 0 53 6.00 -4.6667 -2.00 0 54 6.00 -5.8333 -2.00 0 55 6.00 -7.00 -2.00 0 56 6.00 -8.1667 -2.00 0 57 6.00 -9.3333 -2.00 0 58 6.00 -10.50 -2.00 0 59 6.00 -11.6667 -2.00 0 60 6.00 -12.8333 -2.00 0 61 6.00 -14.00 -2.00 0 63 6.00 -1.1667 -3.00 0 64 6.00 -2.3333 -3.00 0 65 6.00 -3.50 -3.00 0 66 6.00 -4.6667 -3.00 0 67 6.00 -5.8333 -3.00 0 68 6.00 -7.00 -3.00 0 69 6.00 -8.1667 -3.00 0 70 6.00 -9.3333 -3.00 0 71 6.00 -10.50 -3.00 0 72 6.00 -11.6667 -3.00 0 73 6.00 -12.8333 -3.00 0 74 6.00 -14.00 -3.00 0 76 6.00 -1.1667 -4.00 0 77 6.00 -2.3333 -4.00 0 78 6.00 -3.50 -4.00 0 79 6.00 -4.6667 -4.00 0 80 6.00 -5.8333 -4.00 0 81 6.00 -7.00 -4.00 0 82 6.00 -8.1667 -4.00 0 83 6.00 -9.3333 -4.00 0 84 6.00 -10.50 -4.00 0 85 6.00 -11.6667 -4.00 0 86 6.00 -12.8333 -4.00 0 87 6.00 -14.00 -4.00 0 89 6.00 -1.1667 -5.00 0 90 6.00 -2.3333 -5.00 0 91 6.00 -3.50 -5.00 0 92 6.00 -4.6667 -5.00 0 93 6.00 -5.8333 -5.00 0 94 6.00 -7.00 -5.00 0 95 6.00 -8.1667 -5.00 0 96 6.00 -9.3333 -5.00 0 97 6.00 -10.50 -5.00 0 98 6.00 -11.6667 -5.00 0 99 6.00 -12.8333 -5.00 0 100 6.00 -14.00 -5.00 0 102 6.00 -1.1667 -6.00 0 103 6.00 -2.3333 -6.00 0 104 6.00 -3.50 -6.00 0 105 6.00 -4.6667 -6.00 0 106 6.00 -5.8333 -6.00 0 107 6.00 -7.00 -6.00 0 108 6.00 -8.1667 -6.00 0 109 6.00 -9.3333 -6.00 0 110 6.00 -10.50 -6.00 0 Page5 111 6.00 -11.6667 -6.00 0 112 6.00 -12.8333 -6.00 0 113 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-7.00 0 274 11.00 -4.00 -7.00 0 275 12.00 -4.00 -7.00 0 276 0.00 -5.00 -7.00 0 277 1.00 -5.00 -7.00 0 278 2.00 -5.00 -7.00 0 279 3.00 -5.00 -7.00 0 280 4.00 -5.00 -7.00 0 281 5.00 -5.00 -7.00 0 282 6.00 -5.00 -7.00 0 283 7.00 -5.00 -7.00 0 284 8.00 -5.00 -7.00 0 285 9.00 -5.00 -7.00 0 286 10.00 -5.00 -7.00 0 287 11.00 -5.00 -7.00 0 288 12.00 -5.00 -7.00 0 289 0.00 -6.00 -7.00 0 290 1.00 -6.00 -7.00 0 291 2.00 -6.00 -7.00 0 292 3.00 -6.00 -7.00 0 293 4.00 -6.00 -7.00 0 294 5.00 -6.00 -7.00 0 295 6.00 -6.00 -7.00 0 296 7.00 -6.00 -7.00 0 297 8.00 -6.00 -7.00 0 298 9.00 -6.00 -7.00 0 299 10.00 -6.00 -7.00 0 300 11.00 -6.00 -7.00 0 301 12.00 -6.00 -7.00 0 302 0.00 -7.00 -7.00 0 303 1.00 -7.00 -7.00 0 304 2.00 -7.00 -7.00 0 305 3.00 -7.00 -7.00 0 306 4.00 -7.00 -7.00 0 307 5.00 -7.00 -7.00 0 308 7.00 -7.00 -7.00 0 309 8.00 -7.00 -7.00 0 310 9.00 -7.00 -7.00 0 311 10.00 -7.00 -7.00 0 312 11.00 -7.00 -7.00 0 313 12.00 -7.00 -7.00 0 314 0.00 -8.00 -7.00 0 315 1.00 -8.00 -7.00 0 316 2.00 -8.00 -7.00 0 317 3.00 -8.00 -7.00 0 318 4.00 -8.00 -7.00 0 319 5.00 -8.00 -7.00 0 320 6.00 -8.00 -7.00 0 321 7.00 -8.00 -7.00 0 322 8.00 -8.00 -7.00 0 323 9.00 -8.00 -7.00 0 324 10.00 -8.00 -7.00 0 325 11.00 -8.00 -7.00 0 326 12.00 -8.00 -7.00 0 327 0.00 -9.00 -7.00 0 328 1.00 -9.00 -7.00 0 Page8 329 • , 2.00 -9.00 -7.00 0 330 3.00 -9.00 -7.00 0 331 4.00 -9.00 -7.00 0 332 5.00 -9.00 -7.00 0 333 6.00 -9.00 -7.00 0 334 7.00 -9.00 -7.00 0 335 8.00 -9.00 -7.00 0 336 9.00 -9.00 -7.00 0 337 10.00 -9.00 -7.00 0 338 11.00 -9.00 -7.00 0 339 12.00 -9.00 -7.00 0 340 0.00 -10.00 -7.00 0 341 1.00 -10.00 -7.00 0 342 2.00 -10.00 -7.00 0 343 3.00 -10.00 -7.00 0 344 4.00 -10.00 -7.00 0 345 5.00 -10.00 -7.00 0 346 6.00 -10.00 -7.00 0 347 7.00 -10.00 -7.00 0 348 8.00 -10.00 -7.00 0 349 9.00 -10.00 -7.00 0 350 10.00 -10.00 -7.00 0 351 11.00 -10.00 -7.00 0 352 12.00 -10.00 -7.00 0 353 0.00 -11.00 -7.00 0 354 1.00 -11.00 -7.00 0 355 2.00 -11.00 -7.00 0 356 3.00 -11.00 -7.00 0 357 4.00 -11.00 -7.00 0 358 5.00 -11.00 -7.00 0 359 6.00 -11.00 -7.00 0 360 7.00 -11.00 -7.00 0 361 8.00 -11.00 -7.00 0 362 9.00 -11.00 -7.00 0 363 10.00 -11.00 -7.00 0 364 11.00 -11.00 -7.00 0 365 12.00 -11.00 -7.00 0 366 0.00 -12.00 -7.00 0 367 1.00 -12.00 -7.00 0 368 2.00 -12.00 -7.00 0 369 3.00 -12.00 -7.00 0 370 4.00 -12.00 -7.00 0 371 5.00 -12.00 -7.00 0 372 6.00 -12.00 -7.00 0 373 7.00 -12.00 -7.00 0 374 8.00 -12.00 -7.00 0 375 9.00 -12.00 -7.00 0 376 10.00 -12.00 -7.00 0 377 11.00 -12.00 -7.00 0 378 12.00 -12.00 -7.00 0 379 0.00 -13.00 -7.00 0 380 1.00 -13.00 -7.00 0 381 2.00 -13.00 -7.00 0 382 3.00 -13.00 -7.00 0 383 4.00 -13.00 -7.00 0 384 5.00 -13.00 -7.00 0 385 6.00 -13.00 -7.00 0 386 7.00 -13.00 -7.00 0 387 8.00 -13.00 -7.00 0 388 9.00 -13.00 -7.00 0 Page9 389' 10.00 -13.00 -7.00 0 390 11.00 -13.00 -7.00 0 391 12.00 -13.00 -7.00 0 392 1.00 -14.00 -7.00 0 393 2.00 -14.00 -7.00 0 394 3.00 -14.00 -7.00 0 395 4.00 -14.00 -7.00 0 396 5.00 -14.00 -7.00 0 397 7.00 -14.00 -7.00 0 398 8.00 -14.00 -7.00 0 399 9.00 -14.00 -7.00 0 400 10.00 -14.00 -7.00 0 401 11.00 -14.00 -7.00 0 403 2.25 0.00 -10.75 0 Restraints Node TX TY TZ RX RY RZ 402 0 1 0 0 0 0 404 0 1 0 0 0 0 405 0 1 0 0 0 0 403 0 1 0 0 0 0 Springs Node TX TY TZ RX RY RZ [Kip/in] [Kip/in] [Kip/in] [Kip*ft/rad] [Kip*ft/rad] [Kip*ft/rad] 11 0.00 0.00 3600.00 0.00 0.00 0.00 12 0.00 0.00 3600.00 0.00 0.00 0.00 50 3600.00 0.00 0.00 0.00 0.00 0.00 51 3600.00 0.00 0.00 0.00 0.00 0.00 52 3600.00 0.00 0.00 0.00 0.00 0.00 53 3600.00 0.00 0.00 0.00 0.00 0.00 54 3600.00 0.00 0.00 0.00 0.00 0.00 55 3600.00 0.00 0.00 0.00 0.00 0.00 56 3600.00 0.00 0.00 0.00 0.00 0.00 57 3600.00 0.00 0.00 0.00 0.00 0.00 58 3600.00 0.00 0.00 0.00 0.00 0.00 59 3600.00 0.00 0.00 0.00 0.00 0.00 60 3600.00 0.00 0.00 0.00 0.00 0.00 61 3600.00 0.00 0.00 0.00 0.00 0.00 63 3600.00 0.00 0.00 0.00 0.00 0.00 64 3600.00 0.00 0.00 0.00 0.00 0.00 65 3600.00 0.00 0.00 0.00 0.00 0.00 66 3600.00 0.00 0.00 0.00 0.00 0.00 67 3600.00 0.00 0.00 0.00 0.00 0.00 68 3600.00 0.00 0.00 0.00 0.00 0.00 69 3600.00 0.00 0.00 0.00 0.00 0.00 70 3600.00 0.00 0.00 0.00 0.00 0.00 71 3600.00 0.00 0.00 0.00 0.00 0.00 72 3600.00 0.00 0.00 0.00 0.00 0.00 Pagel() 73 ' ` 3600.00 0.00 0.00 0.00 0.00 0.00 74 3600.00 0.00 0.00 0.00 0.00 0.00 76 3600.00 0.00 0.00 0.00 0.00 0.00 77 3600.00 0.00 0.00 0.00 0.00 0.00 78 3600.00 0.00 0.00 0.00 0.00 0.00 79 3600.00 0.00 0.00 0.00 0.00 0.00 80 3600.00 0.00 0.00 0.00 0.00 0.00 81 3600.00 0.00 0.00 0.00 0.00 0.00 82 3600.00 0.00 0.00 0.00 0.00 0.00 83 3600.00 0.00 0.00 0.00 0.00 0.00 84 3600.00 0.00 0.00 0.00 0.00 0.00 85 3600.00 0.00 0.00 0.00 0.00 0.00 86 3600.00 0.00 0.00 0.00 0.00 0.00 87 3600.00 0.00 0.00 0.00 0.00 0.00 89 3600.00 0.00 0.00 0.00 0.00 0.00 90 3600.00 0.00 0.00 0.00 0.00 0.00 91 3600.00 0.00 0.00 0.00 0.00 0.00 92 3600.00 0.00 0.00 0.00 0.00 0.00 93 3600.00 0.00 0.00 0.00 0.00 0.00 94 3600.00 0.00 0.00 0.00 0.00 0.00 95 3600.00 0.00 0.00 0.00 0.00 0.00 96 3600.00 0.00 0.00 0.00 0.00 0.00 97 3600.00 0.00 0.00 0.00 0.00 0.00 98 3600.00 0.00 0.00 0.00 0.00 0.00 99 3600.00 0.00 0.00 0.00 0.00 0.00 100 3600.00 0.00 0.00 0.00 0.00 0.00 102 3600.00 0.00 0.00 0.00 0.00 0.00 103 3600.00 0.00 0.00 0.00 0.00 0.00 104 3600.00 0.00 0.00 0.00 0.00 0.00 105 3600.00 0.00 0.00 0.00 0.00 0.00 106 3600.00 0.00 0.00 0.00 0.00 0.00 107 3600.00 0.00 0.00 0.00 0.00 0.00 108 3600.00 0.00 0.00 0.00 0.00 0.00 109 3600.00 0.00 0.00 0.00 0.00 0.00 110 3600.00 0.00 0.00 0.00 0.00 0.00 111 3600.00 0.00 0.00 0.00 0.00 0.00 112 3600.00 0.00 0.00 0.00 0.00 0.00 113 3600.00 0.00 0.00 0.00 0.00 0.00 114 3600.00 0.00 0.00 0.00 0.00 0.00 115 3600.00 0.00 0.00 0.00 0.00 0.00 116 3600.00 0.00 0.00 0.00 0.00 0.00 117 3600.00 0.00 0.00 0.00 0.00 0.00 118 3600.00 0.00 0.00 0.00 0.00 0.00 119 3600.00 0.00 0.00 0.00 0.00 0.00 120 3600.00 0.00 0.00 0.00 0.00 0.00 121 3600.00 0.00 0.00 0.00 0.00 0.00 122 3600.00 0.00 0.00 0.00 0.00 0.00 123 3600.00 0.00 0.00 0.00 0.00 0.00 124 3600.00 0.00 0.00 0.00 0.00 0.00 125 3600.00 0.00 0.00 0.00 0.00 0.00 127 3600.00 0.00 0.00 0.00 0.00 0.00 128 3600.00 0.00 0.00 0.00 0.00 0.00 129 3600.00 0.00 0.00 0.00 0.00 0.00 130 3600.00 0.00 0.00 0.00 0.00 0.00 131 3600.00 0.00 0.00 0.00 0.00 0.00 132 3600.00 0.00 0.00 0.00 0.00 0.00 133 3600.00 0.00 0.00 0.00 0.00 0.00 134 3600.00 0.00 0.00 0.00 0.00 0.00 135 3600.00 0.00 0.00 0.00 0.00 0.00 136 3600.00 0.00 0.00 0.00 0.00 0.00 Pagel]. 137 3600.00 0.00 0.00 0.00 0.00 0.00 138 3600.00 0.00 0.00 0.00 0.00 0.00 140 3600.00 0.00 0.00 0.00 0.00 0.00 141 3600.00 0.00 0.00 0.00 0.00 0.00 142 3600.00 0.00 0.00 0.00 0.00 0.00 143 3600.00 0.00 0.00 0.00 0.00 0.00 144 3600.00 0.00 0.00 0.00 0.00 0.00 145 3600.00 0.00 0.00 0.00 0.00 0.00 146 3600.00 0.00 0.00 0.00 0.00 0.00 147 3600.00 0.00 0.00 0.00 0.00 0.00 148 3600.00 0.00 0.00 0.00 0.00 0.00 149 3600.00 0.00 0.00 0.00 0.00 0.00 150 3600.00 0.00 0.00 0.00 0.00 0.00 151 3600.00 0.00 0.00 0.00 0.00 0.00 153 3600.00 0.00 0.00 0.00 0.00 0.00 154 3600.00 0.00 0.00 0.00 0.00 0.00 155 3600.00 0.00 0.00 0.00 0.00 0.00 156 3600.00 0.00 0.00 0.00 0.00 0.00 157 3600.00 0.00 0.00 0.00 0.00 0.00 158 3600.00 0.00 0.00 0.00 0.00 0.00 159 3600.00 0.00 0.00 0.00 0.00 0.00 160 3600.00 0.00 0.00 0.00 0.00 0.00 161 3600.00 0.00 0.00 0.00 0.00 0.00 162 3600.00 0.00 0.00 0.00 0.00 0.00 163 3600.00 0.00 0.00 0.00 0.00 0.00 164 3600.00 0.00 0.00 0.00 0.00 0.00 166 3600.00 0.00 0.00 0.00 0.00 0.00 167 3600.00 0.00 0.00 0.00 0.00 0.00 168 3600.00 0.00 0.00 0.00 0.00 0.00 169 3600.00 0.00 0.00 0.00 0.00 0.00 170 3600.00 0.00 0.00 0.00 0.00 0.00 171 3600.00 0.00 0.00 0.00 0.00 0.00 172 3600.00 0.00 0.00 0.00 0.00 0.00 173 3600.00 0.00 0.00 0.00 0.00 0.00 174 3600.00 0.00 0.00 0.00 0.00 0.00 175 3600.00 0.00 0.00 0.00 0.00 0.00 176 3600.00 0.00 0.00 0.00 0.00 0.00 177 3600.00 0.00 0.00 0.00 0.00 0.00 179 3600.00 0.00 0.00 0.00 0.00 0.00 180 3600.00 0.00 0.00 0.00 0.00 0.00 181 3600.00 0.00 0.00 0.00 0.00 0.00 182 3600.00 0.00 0.00 0.00 0.00 0.00 183 3600.00 0.00 0.00 0.00 0.00 0.00 184 3600.00 0.00 0.00 0.00 0.00 0.00 185 3600.00 0.00 0.00 0.00 0.00 0.00 186 3600.00 0.00 0.00 0.00 0.00 0.00 187 3600.00 0.00 0.00 0.00 0.00 0.00 188 3600.00 0.00 0.00 0.00 0.00 0.00 189 3600.00 0.00 0.00 0.00 0.00 0.00 190 3600.00 0.00 0.00 0.00 0.00 0.00 215 0.00 0.00 3600.00 0.00 0.00 0.00 216 0.00 0.00 3600.00 0.00 0.00 0.00 218 0.00 0.00 3600.00 0.00 0.00 0.00 220 0.00 0.00 3600.00 0.00 0.00 0.00 222 0.00 0.00 3600.00 0.00 0.00 0.00 224 0.00 0.00 3600.00 0.00 0.00 0.00 225 3600.00 0.00 0.00 0.00 0.00 0.00 227 0.00 0.00 3600.00 0.00 0.00 0.00 229 0.00 0.00 3600.00 0.00 0.00 0.00 231 0.00 0.00 3600.00 0.00 0.00 0.00 Page12 233 • ' 0.00 0.00 3600.00 0.00 0.00 0.00 235 0.00 0.00 3600.00 0.00 0.00 0.00 236 0.00 0.00 3600.00 0.00 0.00 0.00 237 0.00 0.00 3600.00 0.00 0.00 0.00 238 0.00 0.00 3600.00 0.00 0.00 0.00 239 0.00 0.00 3600.00 0.00 0.00 0.00 240 0.00 0.00 3600.00 0.00 0.00 0.00 241 0.00 0.00 3600.00 0.00 0.00 0.00 242 0.00 0.00 3600.00 0.00 0.00 0.00 243 3600.00 0.00 0.00 0.00 0.00 0.00 244 0.00 0.00 3600.00 0.00 0.00 0.00 245 0.00 0.00 3600.00 0.00 0.00 0.00 246 0.00 0.00 3600.00 0.00 0.00 0.00 247 0.00 0.00 3600.00 0.00 0.00 0.00 248 0.00 0.00 3600.00 0.00 0.00 0.00 249 0.00 0.00 3600.00 0.00 0.00 0.00 250 0.00 0.00 3600.00 0.00 0.00 0.00 251 0.00 0.00 3600.00 0.00 0.00 0.00 252 0.00 0.00 3600.00 0.00 0.00 0.00 253 0.00 0.00 3600.00 0.00 0.00 0.00 254 0.00 0.00 3600.00 0.00 0.00 0.00 255 0.00 0.00 3600.00 0.00 0.00 0.00 256 3600.00 0.00 0.00 0.00 0.00 0.00 257 0.00 0.00 3600.00 0.00 0.00 0.00 258 0.00 0.00 3600.00 0.00 0.00 0.00 259 0.00 0.00 3600.00 0.00 0.00 0.00 260 0.00 0.00 3600.00 0.00 0.00 0.00 261 0.00 0.00 3600.00 0.00 0.00 0.00 262 0.00 0.00 3600.00 0.00 0.00 0.00 263 0.00 0.00 3600.00 0.00 0.00 0.00 264 0.00 0.00 3600.00 0.00 0.00 0.00 265 0.00 0.00 3600.00 0.00 0.00 0.00 266 0.00 0.00 3600.00 0.00 0.00 0.00 267 0.00 0.00 3600.00 0.00 0.00 0.00 268 0.00 0.00 3600.00 0.00 0.00 0.00 269 3600.00 0.00 0.00 0.00 0.00 0.00 270 0.00 0.00 3600.00 0.00 0.00 0.00 271 0.00 0.00 3600.00 0.00 0.00 0.00 272 0.00 0.00 3600.00 0.00 0.00 0.00 273 0.00 0.00 3600.00 0.00 0.00 0.00 274 0.00 0.00 3600.00 0.00 0.00 0.00 275 0.00 0.00 3600.00 0.00 0.00 0.00 276 0.00 0.00 3600.00 0.00 0.00 0.00 277 0.00 0.00 3600.00 0.00 0.00 0.00 278 0.00 0.00 3600.00 0.00 0.00 0.00 279 0.00 0.00 3600.00 0.00 0.00 0.00 280 0.00 0.00 3600.00 0.00 0.00 0.00 281 0.00 0.00 3600.00 0.00 0.00 0.00 282 3600.00 0.00 0.00 0.00 0.00 0.00 283 0.00 0.00 3600.00 0.00 0.00 0.00 284 0.00 0.00 3600.00 0.00 0.00 0.00 285 0.00 0.00 3600.00 0.00 0.00 0.00 286 0.00 0.00 3600.00 0.00 0.00 0.00 287 0.00 0.00 3600.00 0.00 0.00 0.00 288 0.00 0.00 3600.00 0.00 0.00 0.00 289 0.00 0.00 3600.00 0.00 0.00 0.00 290 0.00 0.00 3600.00 0.00 0.00 0.00 291 0.00 0.00 3600.00 0.00 0.00 0.00 292 0.00 0.00 3600.00 0.00 0.00 0.00 293 0.00 0.00 3600.00 0.00 0.00 0.00 Pagel3 294' ' 0.00 0.00 3600.00 0.00 0.00 0.00 295 3600.00 0.00 0.00 0.00 0.00 0.00 296 0.00 0.00 3600.00 0.00 0.00 0.00 297 0.00 0.00 3600.00 0.00 0.00 0.00 298 0.00 0.00 3600.00 0.00 0.00 0.00 299 0.00 0.00 3600.00 0.00 0.00 0.00 300 0.00 0.00 3600.00 0.00 0.00 0.00 301 0.00 0.00 3600.00 0.00 0.00 0.00 302 0.00 0.00 3600.00 0.00 0.00 0.00 303 0.00 0.00 3600.00 0.00 0.00 0.00 304 0.00 0.00 3600.00 0.00 0.00 0.00 305 0.00 0.00 3600.00 0.00 0.00 0.00 306 0.00 0.00 3600.00 0.00 0.00 0.00 307 0.00 0.00 3600.00 0.00 0.00 0.00 308 0.00 0.00 3600.00 0.00 0.00 0.00 309 0.00 0.00 3600.00 0.00 0.00 0.00 310 0.00 0.00 3600.00 0.00 0.00 0.00 311 0.00 0.00 3600.00 0.00 0.00 0.00 312 0.00 0.00 3600.00 0.00 0.00 0.00 313 0.00 0.00 3600.00 0.00 0.00 0.00 314 0.00 0.00 3600.00 0.00 0.00 0.00 315 0.00 0.00 3600.00 0.00 0.00 0.00 316 0.00 0.00 3600.00 0.00 0.00 0.00 317 0.00 0.00 3600.00 0.00 0.00 0.00 318 0.00 0.00 3600.00 0.00 0.00 0.00 319 0.00 0.00 3600.00 0.00 0.00 0.00 320 3600.00 0.00 0.00 0.00 0.00 0.00 321 0.00 0.00 3600.00 0.00 0.00 0.00 322 0.00 0.00 3600.00 0.00 0.00 0.00 323 0.00 0.00 3600.00 0.00 0.00 0.00 324 0.00 0.00 3600.00 0.00 0.00 0.00 325 0.00 0.00 3600.00 0.00 0.00 0.00 326 0.00 0.00 3600.00 0.00 0.00 0.00 327 0.00 0.00 3600.00 0.00 0.00 0.00 328 0.00 0.00 3600.00 0.00 0.00 0.00 329 0.00 0.00 3600.00 0.00 0.00 0.00 330 0.00 0.00 3600.00 0.00 0.00 0.00 331 0.00 0.00 3600.00 0.00 0.00 0.00 332 0.00 0.00 3600.00 0.00 0.00 0.00 333 3600.00 0.00 0.00 0.00 0.00 0.00 334 0.00 0.00 3600.00 0.00 0.00 0.00 335 0.00 0.00 3600.00 0.00 0.00 0.00 336 0.00 0.00 3600.00 0.00 0.00 0.00 337 0.00 0.00 3600.00 0.00 0.00 0.00 338 0.00 0.00 3600.00 0.00 0.00 0.00 339 0.00 0.00 3600.00 0.00 0.00 0.00 340 0.00 0.00 3600.00 0.00 0.00 0.00 341 0.00 0.00 3600.00 0.00 0.00 0.00 342 0.00 0.00 3600.00 0.00 0.00 0.00 343 0.00 0.00 3600.00 0.00 0.00 0.00 344 0.00 0.00 3600.00 0.00 0.00 0.00 345 0.00 0.00 3600.00 0.00 0.00 0.00 346 3600.00 0.00 0.00 0.00 0.00 0.00 347 0.00 0.00 3600.00 0.00 0.00 0.00 348 0.00 0.00 3600.00 0.00 0.00 0.00 349 0.00 0.00 3600.00 0.00 0.00 0.00 350 0.00 0.00 3600.00 0.00 0.00 0.00 351 0.00 0.00 3600.00 0.00 0.00 0.00 352 0.00 0.00 3600.00 0.00 0.00 0.00 353 0.00 0.00 3600.00 0.00 0.00 0.00 Pagel4 354' • 0.00 0.00 3600.00 0.00 0.00 0.00 355 0.00 0.00 3600.00 0.00 0.00 0.00 356 0.00 0.00 3600.00 0.00 0.00 0.00 357 0.00 0.00 3600.00 0.00 0.00 0.00 358 0.00 0.00 3600.00 0.00 0.00 0.00 359 3600.00 0.00 0.00 0.00 0.00 0.00 360 0.00 0.00 3600.00 0.00 0.00 0.00 361 0.00 0.00 3600.00 0.00 0.00 0.00 362 0.00 0.00 3600.00 0.00 0.00 0.00 363 0.00 0.00 3600.00 0.00 0.00 0.00 364 0.00 0.00 3600.00 0.00 0.00 0.00 365 0.00 0.00 3600.00 0.00 0.00 0.00 366 0.00 0.00 3600.00 0.00 0.00 0.00 367 0.00 0.00 3600.00 0.00 0.00 0.00 368 0.00 0.00 3600.00 0.00 0.00 0.00 369 0.00 0.00 3600.00 0.00 0.00 0.00 370 0.00 0.00 3600.00 0.00 0.00 0.00 371 0.00 0.00 3600.00 0.00 0.00 0.00 372 3600.00 0.00 0.00 0.00 0.00 0.00 373 0.00 0.00 3600.00 0.00 0.00 0.00 374 0.00 0.00 3600.00 0.00 0.00 0.00 375 0.00 0.00 3600.00 0.00 0.00 0.00 376 0.00 0.00 3600.00 0.00 0.00 0.00 377 0.00 0.00 3600.00 0.00 0.00 0.00 378 0.00 0.00 3600.00 0.00 0.00 0.00 379 0.00 0.00 3600.00 0.00 0.00 0.00 380 0.00 0.00 3600.00 0.00 0.00 0.00 381 0.00 0.00 3600.00 0.00 0.00 0.00 382 0.00 0.00 3600.00 0.00 0.00 0.00 383 0.00 0.00 3600.00 0.00 0.00 0.00 384 0.00 0.00 3600.00 0.00 0.00 0.00 385 3600.00 0.00 0.00 0.00 0.00 0.00 386 0.00 0.00 3600.00 0.00 0.00 0.00 387 0.00 0.00 3600.00 0.00 0.00 0.00 388 0.00 0.00 3600.00 0.00 0.00 0.00 389 0.00 0.00 3600.00 0.00 0.00 0.00 390 0.00 0.00 3600.00 0.00 0.00 0.00 391 0.00 0.00 3600.00 0.00 0.00 0.00 392 0.00 0.00 3600.00 0.00 0.00 0.00 393 0.00 0.00 3600.00 0.00 0.00 0.00 394 0.00 0.00 3600.00 0.00 0.00 0.00 395 0.00 0.00 3600.00 0.00 0.00 0.00 396 0.00 0.00 3600.00 0.00 0.00 0.00 397 0.00 0.00 3600.00 0.00 0.00 0.00 398 0.00 0.00 3600.00 0.00 0.00 0.00 399 0.00 0.00 3600.00 0.00 0.00 0.00 400 0.00 0.00 3600.00 0.00 0.00 0.00 401 0.00 0.00 3600.00 0.00 0.00 0.00 Shells Page15 Shell • N1 N2 N3 N4 Description Material Thickness [in] 343 3 406 407 408 A36 2.00 344 406 409 408 16 A36 2.00 345 409 410 16 411 A36 2.00 346 410 412 411 413 A36 2.00 347 412 414 413 415 A36 2.00 348 414 6 415 19 A36 2.00 349 6 416 19 417 A36 2.00 350 416 418 417 419 A36 2.00 351 418 420 419 421 A36 2.00 352 420 422 421 17 A36• 2.00 353 422 423 17 424 A36 2.00 354 423 4 424 425 A36 2.00 355 407 408 426 427 A36 2.00 356 408 16 427 428 A36 2.00 357 16 411 428 429 A36 2.00 358 411 413 429 430 A36 2.00 359 413 415 430 431 A36 2.00 360 415 19 431 178 A36 2.00. 361 19 417 178 432 A36 2.00 362 417 419 432 433 A36 2.00 363 419 421 433 434 A36 2.00 364 421 17 434 435 A36 2.00 365 17 424 435 436 A36 2.00 366 424 425 436 437 A36 2.00 367 426 427 438 439 A36 2.00 370 429 430 440 441 A36 2.00 371 430 431 441 442 A36 2.00 372 431 178 442 165 A36 2.00 373 178 432 165 443 A36 2.00 374 432 433 443 444 A36 2.00 375 433 434 444 445 A36 2.00 378 436 437 446 447 A36 2.00 379 438 439 448 449 A36 2.00 382 440 441 451 452 A36 2.00 383 441 442 452 453 A36 2.00 384 442 165 453 152 A36 2.00 385 165 443 152 454 A36 2.00 386 443 444 454 455 A36 2.00 387 444 445 455 456 A36 2.00 390 446 447 458 459 A36 2.00 391 448 449 460 461 A36 2.00 392 449 450 461 462 A36 2.00 393 450 451 462 463 A36 2.00 394 451 452 463 464 A36 2.00 395 452 453 464 465 A36 2.00 396 453 152 465 139 A36 2.00 397 152 454 139 466 A36 2.00 398 454 455 466 467 A36 2.00 399 455 456 467 468 A36 2.00 400 456 457 468 469 A36 2.00 401 457 458 469 470 A36 2.00 402 458 459 470 471 A36 2.00 403 460 461 472 473 A36 2.00 404 461 462 473 474 A36 2.00 405 462 463 474 475 A36 2.00 406 463 464 475 476 A36 2.00 407 464 465 476 477 A36 2.00 408 465 139 477 126 A36 2.00 409 139 466 126 478 A36 2.00 410 466 467 478 479 A36 2.00 Pagel6 411' • 467 468 479 480 A36 2.00 412 468 469 480 481 A36 2.00 413 469 470 481 482 A36 2.00 414 470 471 482 483 A36 2.00 415 472 473 7 214 A36 2.00 416 473 474 214 217 A36 2.00 417 474 475 217 219 A36 2.00 418 475 476 219 221 A36 2.00 419 476 477 221 223 A36 2.00 420 477 126 223 13 A36 2.00 421 126 478 13 226 A36 2.00 422 478 479 226 228 A36 2.00 423 479 480 228 230 A36 2.00 424 480 481 230 232 A36 2.00 425 481 482 232 234 A36 2.00 426 482 483 234 8 A36 2.00 427 7 214 484 485 A36 2.00 428 214 217 485 486 A36 2.00 429 217 219 486 487 A36 2.00 430 219 221 487 488 A36 2.00 431 221 223 488 489 A36 2.00 432 223 13 489 101 A36 2.00 433 13 226 101 490 A36 2.00 434 226 228 490 491 A36 2.00 435 228 230 491 492 A36 2.00 436 230 232 492 493 A36 2.00 437 232 234 493 494 A36 2.00 438 234 8 494 495 A36 2.00 439 484 485 496 497 A36 2.00 440 485 486 497 498 A36 2.00 441 486 487 498 499 A36 2.00 442 487 488 499 500 A36 2.00 443 488 489 500 501 A36 2.00 444 489 101 501 88 A36 2.00 445 101 490 88 502 A36 2.00 446 490 491 502 503 A36 2.00 447 491 492 503 504 A36 2.00 448 492 493 504 505 A36 2.00 449 493 494 505 506 A36 2.00 450 494 495 506 507 A36 2.00 451 496 497 508 509 A36 2.00 452 497 498 509 510 A36 2.00 453 498 499 510 511 A36 2.00 454 499 500 511 512 A36 2.00 455 500 501 512 513 A36 2.00 456 501 88 513 75 A36 2.00 457 88 502 75 514 A36 2.00 458 502 503 514 515 A36 2.00 459 503 504 515 516 A36 2.00 460 504 505 516 517 A36 2.00 461 505 506 517 518 A36 2.00 462 506 507 518 519 A36 2.00 463 508 509 520 521 A36 2.00 466 511 512 522 523 A36 2.00 467 512 513 523 524 A36 2.00 468 513 75 524 62 A36 2.00 469 75 514 62 525 A36 2.00 470 514 515 525 526 A36 2.00 471 515 516 526 527 A36 2.00 474 518 519 528 529 A36 2.00 Page17 I 475' • 520 521 530 531 A36 2.00 478 522 523 533 534 A36 2.00 479 523 524 534 535 A36 2.00 480 524 62 535 49 A36 2.00 481 62 525 49 536 A36 2.00 482 525 526 536 537 A36 2.00 483 526 527 537 538 A36 2.00 486 528 529 540 541 A36 2.00 487 530 531 542 543 A36 2.00 488 531 532 543 14 A36 2.00 489 532 533 14 544 A36 2.00 490 533 534 544 545 A36 2.00 491 534 535 545 546 A36 2.00 492 535 49 546 18 A36 2.00 493 49 536 18 547 A36 2.00 494 536 537 547 548 A36 2.00 495 537 538 548 549 A36 2.00 496 538 539 549 15 A36 2.00 497 539 540 15 550 A36 2.00 498 540 541 550 551 A36 2.00 499 542 543 1 552 A36 2.00 500 543 14 552 553 A36 2.00 501 14 544 553 554 A36 2.00 502 544 545 554 555 A36 2.00 503 545 546 555 556 A36 2.00 504 546 18 556 5 A36 2.00 505 18 547 5 557 A36 2.00 506 547 548 557 558 A36 2.00 507 548 549 558 559 A36 2.00 508 549 15 559 560 A36 2.00 509 15 550 560 561 A36 2.00 510 550 551 561 2 A36 2.00 32 50 51 63 64 A36 1.00 33 51 52 64 65 A36 1.00 34 52 53 65 66 A36 1.00 35 53 54 66 67 A36 1.00 36 54 55 67 68 A36 1.00 37 55 56 68 69 A36 1.00 38 56 57 69 70 A36 1.00 39 57 58 70 71 A36 1.00 40 58 59 71 72 A36 1.00 41 59 60 72 73 A36 1.00 42 60 61 73 74 A36 1.00 44 63 64 76 77 A36 1.00 45 64 65 77 78 A36 1.00 46 65 66 78 79 A36 1.00 47 66 67 79 80 A36 1.00 48 67 68 80 81 A36 1.00 49 68 69 81 82 A36 1.00 50 69 70 82 83 A36 1.00 51 70 71 83 84 A36 1.00 52 71 72 84 85 A36 1.00 53 72 73 85 86 A36 1.00 54 73 74 86 87 A36 1.00 56 76 77 89 90 A36 1.00 57 77 78 90 91 A36 1.00 58 78 79 91 92 A36 1.00 59 79 80 92 93 A36 1.00 60 80 81 93 94 A36 1.00 61 81 82 94 95 A36 1.00 Pagel8 62 ' • 82 83 95 96 A36 1.00 63' 83 84 96 97 A36 1.00 64 84 85 97 98 A36 1.00 65 85 86 98 99 A36 1.00 66 86 87 99 100 A36 1.00 68 89 90 102 103 A36 1.00 69 90 91 103 104 A36 1.00 70 91 92 104 105 A36 1.00 71 92 93 105 106 A36 1.00 72 93 94 106 107 A36 1.00 73 94 95 107 108 A36 1.00 74 95 96 108 109 A36 1.00 75 96 97 109 110 A36 1.00 76 97 98 110 111 A36 1.00 77 98 99 111 112 A36 1.00 78 99 100 112 113 A36 1.00 80 102 103 114 115 A36 1.00 81 103 104 115 116 A36 1.00 82 104 105 116 117 A36 1.00 83 105 106 117 118 A36 1.00 84 106 107 118 119 A36 1.00 85 107 108 119 120 A36 1.00 86 108 109 120 121 A36 1.00 87 109 110 121 122 A36 1.00 88 110 111 122 123 A36 1.00 89 111 112 123 124 A36 1.00 90 112 113 124 125 A36 1.00 92 114 115 127 128 A36 1.00 93 115 116 128 129 A36 1.00 94 116 117 129 130 A36 1.00 95 117 118 130 131 A36 1.00 96 118 119 131 132 A36 1.00 97 119 120 132 133 A36 1.00 98 120 121 133 134 A36 1.00 99 121 122 134 135 A36 1.00 100 122 123 135 136 A36 1.00 101 123 124 136 137 A36 1.00 102 124 125 137 138 A36 1.00 104 127 128 140 141 A36 1.00 105 128 129 141 142 A36 1.00 106 129 130 142 143 A36 1.00 107 130 131 143 144 A36 1.00 108 131 132 144 145 A36 1.00 109 132 133 145 146 A36 1.00 110 133 134 146 147 A36 1.00 111 134 135 147 148 A36 1.00 112 135 136 148 149 A36 1.00 113 136 137 149 150 A36 1.00 114 137 138 150 151 A36 1.00 116 140 141 153 154 A36 1.00 117 141 142 154 155 A36 1.00 118 142 143 155 156 A36 1.00 119 143 144 156 157 A36 1.00 120 144 145 157 158 A36 1.00 121 145 146 158 159 A36 1.00 122 146 147 159 160 A36 1.00 123 147 148 160 161 A36 1.00 124 148 149 161 162 A36 1.00 125 149 150 162 163 A36 1.00 126 150 151 163 164 A36 1.00 Page19 128' • 153 154 166 167 A36 1.00 126 154 155 167 168 A36 1.00 130 155 156 168 169 A36 1.00 131 156 157 169 170 A36 1.00 132 157 158 170 171 A36 1.00 133 158 159 171 172 A36 1.00 134 159 160 172 173 A36 1.00 135 160 161 173 174 A36 1.00 136 161 162 174 175 A36 1.00 137 162 163 175 176 A36 1.00 138 163 164 176 177 A36 1.00 140 166 167 179 180 A36 1.00 141 167 168 180 181 A36 1.00 142 168 169 181 182 A36 1.00 143 169 170 182 183 A36 1.00 144 170 171 183 184 A36 1.00 145 171 172 184 185 A36 1.00 146 172 173 185 186 A36 1.00 147 173 174 186 187 A36 1.00 148 174 175 187 188 A36 1.00 149 175 176 188 189 A36 1.00 150 176 177 189 190 A36 1.00 187 215 216 237 238 A36 1.00 188 216 218 238 239 A36 1.00 189 218 220 239 240 A36 1.00 190 220 222 240 241 A36 1.00 191 222 224 241 242 A36 1.00 192 224 225 242 243 A36 1.00 193 225 227 243 244 A36 1.00 194 227 229 244 245 A36 1.00 195 229 231 245 246 A36 1.00 196 231 233 246 247 A36 1.00 197 233 235 247 248 A36 1.00 198 235 236 248 249 A36 1.00 199 237 238 250 251 A36 1.00 200 238 239 251 252 A36 1.00 201 239 240 252 253 A36 1.00 202 240 241 253 254 A36 1.00 203 241 242 254 255 A36 1.00 204 242 243 255 256 A36 1.00 205 243 244 256 257 A36 1.00 206 244 245 257 258 A36 1.00 207 245 246 258 259 A36 1.00 208 246 247 259 260 A36 1.00 209 247 248 260 261 A36 1.00 210 248 249 261 262 A36 1.00 211 250 251 263 264 A36 1.00 212 251 252 264 265 A36 1.00 213 252 253 265 266 A36 1.00 214 253 254 266 267 A36 1.00 215 254 255 267 268 A36 1.00 216 255 256 268 269 A36 1.00 217 256 257 269 270 A36 1.00 218 257 258 270 271 A36 1.00 219 258 259 271 272 A36 1.00 220 259 260 272 273 A36 1.00 221 260 261 273 274 A36 1.00 222 261 262 274 275 A36 1.00 223 263 264 276 277 A36 1.00 224 264 265 277 278 A36 1.00 Page20 I. 225 265 266 278 279 A36 1.00 226 266 267 279 280 A36 1.00 227 267 268 280 281 A36 1.00 228 268 269 281 282 A36 1.00 229 269 270 282 283 A36 1.00 230 270 271 283 284 A36 1.00 231 271 272 284 285 A36 1.00 232 272 273 285 286 A36 1.00 233 273 274 286 287 A36 1.00 234 274 275 287 288 A36 1.00 235 276 277 289 290 A36 1.00 236 277 278 290 291 A36 1.00 237 278 279 291 292 A36 1.00 238 279 280 292 293 A36 1.00 239 280 281 293 294 A36 1.00 240 281 282 294 295 A36 1.00 241 282 283 295 296 A36 1.00 242 283 284 296 297 A36 1.00 243 284 285 297 298 A36 1.00 244 285 286 298 299 A36 1.00 245 286 287 299 300 A36 1.00 246 287 288 300 301 A36 1.00 247 289 290 302 303 A36 1.00 248 290 291 303 304 A36 1.00 249 291 292 304 305 A36 1.00 250 292 293 305 306 A36 1.00 251 293 294 306 307 A36 1.00 252 294 295 307 119 A36 1.00 253 295 296 119 308 A36 1.00 254 296 297 308 309 A36 1.00 255 297 298 309 310 A36 1.00 256 298 299 310 311 A36 1.00 257 299 300 311 312 A36 1.00 258 300 301 312 313 A36 1.00 259 302 303 314 315 A36 1.00 260 303 304 315 316 A36 1.00 261 304 305 316 317 A36 1.00 262 305 306 317 318 A36 1.00 263 306 307 318 319 A36 1.00 264 307 119 319 320 A36 1.00 265 119 308 320 321 A36 1.00 266 308 309 321 322 A36 1.00 267 309 310 322 323 A36 1.00 268 310 311 323 324 A36 1.00 269 311 312 324 325 A36 1.00 270 312 313 325 326 A36 1.00 271 314 315 327 328 A36 1.00 272 315 316 328 329 A36 1.00 273 316 317 329 330 A36 1.00 274 317 318 330 331 A36 1.00 275 318 319 331 332 A36 1.00 276 319 320 332 333 A36 1.00 277 320 321 333 334 A36 1.00 278 321 322 334 335 A36 1.00 279 322 323 335 336 A36 1.00 280 323 324 336 337 A36 1.00 281 324 325 337 338 A36 1.00 282 325 326 338 339 A36 1.00 283 327 328 340 341 A36 1.00 284 328 329 341 342 A36 1.00 Page21 285 329 330 342 343 A36 1.00 286 330 331 343 344 A36 1.00 287 331 332 344 345 A36 1.00 288 332 333 345 346 A36 1.00 289 333 334 346 347 A36 1.00 290 334 335 347 348 A36 1.00 291 335 336 348 349 A36 1.00 292 336 337 349 350 A36 1.00 293 337 338 350 351 A36 1.00 294 338 339 351 352 A36 1.00 295 340 341 353 354 A36 1.00 296 341 342 354 355 A36 1.00 297 342 343 355 356 A36 1.00 298 343 344 356 357 A36 1.00 299 344 345 357 358 A36 1.00 300 345 346 358 359 A36 1.00 301 346 347 359 360 A36 1.00 302 347 348 360 361 A36 1.00 303 348 349 361 362 A36 1.00 304 349 350 362 363 A36 1.00 305 350 351 363 364 A36 1.00 306 351 352 364 365 A36 1.00 307 353 354 366 367 A36 1.00 308 354 355 367 368 A36 1.00 309 355 356 368 369 A36 1.00 310 356 357 369 370 A36 1.00 311 357 358 370 371 A36 1.00 312 358 359 371 372 A36 1.00 313 359 360 372 373 A36 1.00 314 360 361 373 374 A36 1.00 315 361 362 374 375 A36 1.00 316 362 363 375 376 A36 1.00 317 363 364 376 377 A36 1.00 318 364 365 377 378 A36 1.00 319 366 367 379 380 A36 1.00 320 367 368 380 381 A36 1.00 321 368 369 381 382 A36 1.00 322 369 370 382 383 A36 1.00 323 370 371 383 384 A36 1.00 324 371 372 384 385 A36 1.00 325 372 373 385 386 A36 1.00 326 373 374 386 387 A36 1.00 327 374 375 387 388 A36 1.00 328 375 376 388 389 A36 1.00 329 376 377 389 390 A36 1.00 330 377 378 390 391 A36 1.00 331 379 380 11 392 A36 1.00 332 380 381 392 393 A36 1.00 333 381 382 393 394 A36 1.00 334 382 383 394 395 A36 1.00 335 383 384 395 396 A36 1.00 336 384 385 396 125 A36 1.00 337 385 386 125 397 A36 1.00 338 386 387 397 398 A36 1.00 339 387 388 398 399 A36 1.00 340 388 389 399 400 A36 1.00 341 389 390 400 401 A36 1.00 342 390 391 401 12 A36 1.00 Page22 4 Page23 SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Current Date: 12/23/2010 1:35 PM Units system: English File name: C:\Documents and Settings\egibson\My Documents\uFly\permit revierw\base plate model3.etz\ Load data GLOSSARY Comt : Indicates if load condition is a load combination Load conditions Condition Description Comb. Category EQX eq x No EQ EQZ eq z No EQ Id EQX Yes Ic2 EQZ Yes Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] EQX 13 5.30 0.00 0.00 0.00 0.00 0.00 14 5.30 0.00 0.00 0.00 0.00 0.00 15 5.30 0.00 0.00 0.00 0.00 0.00 16 530 0.00 0.00 0.00 0.00 0.00 17 5.30 0.00 0.00 0.00 0.00 0.00 18 5.30 0.00 0.00 0.00 0.00 0.00 19 5.30 0.00 0.00 0.00 0.00 0.00 49 5.30 0.00 0.00 0.00 0.00 0.00 62 5.30 0.00 0.00 0.00 0.00 0.00 75 5.30 0.00 0.00 0.00 0.00 0.00 88 5.30 0.00 0.00 0.00 0.00 0.00 101 5.30 0.00 0.00 0.00 0.00 0.00 126 5.30 0.00 0.00 0.00 0.00 0.00 139 5.30 0.00 0.00 0.00 0.00 0.00 152 5.30 0.00 0.00 0.00 0.00 0.00 165 5.30 0.00 0.00 0.00 0.00 0.00 178 5.30 0.00 0.00 0.00 0.00 0.00 411 5.30 0.00 0.00 0.00 0.00 0.00 413 5.30 0.00 0.00 0.00 0.00 0.00 415 5.30 0.00 0.00 0.00 0.00 0.00 417 5.30 0.00 0.00 0.00 0.00 0.00 419 5.30 0.00 0.00 0.00 0.00 0.00 Pagel • .4. ti 421 5.30 544 5.30 • 545 5.30 546 6.30 547 5.30 548 5.30 549 5.30 20 0.00 21 0.00 22 0.00 23 0.00 24 0.00 25 0.00 563 0.00 585 0.00 597 0.00 609 0.00 621 0.00 633 0.00 645 0.00 657 0.00 669 0.00 681 0.00 693 0.00 716 0.00 719 0.00 721 0.00 723 0.00 725 0.00 727 0.00 810 0.00 813 0.00 815 0.00 817 0.00 819 0.00 821 0.00 EQZ 13 0.00 14 0.00 15 0.00 16 0.00 17 0.00 18 0.00 19 0.00 49 0.00 62 0.00 75 0.00 88 0.00 101 0.00 126 0.00 139 0.00 152 0.00 165 0.00 178 0.00 411 0.00 413 0.00 415 0.00 417 0.00 419 0.00 421 0.00 544 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 6.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 9.20 Page2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ll y 545 0.00 0.00 546 0.00 0.00 547 0.00 0.00 548 0.00 0.00 549 0.00 0.00 20 0.00 10.45 21 0.00 10.45 22 0.00 10.45 23 0.00 10.45 24 0.00 10.45 25 0.00 10.45 563 0.00 10.45 585 0.00 10.45 597 0.00 10.45 609 0.00 10.45 621 0.00 10.45 633 0.00 10.45 645 0.00 10.45 657 0.00 10.45 669 0.00 10.45 681 0.00 10.45 693 0.00 10.45 716 0.00 W.45 719 0.00 10.45 721 0.00 40.45 723 0.00 10.45 725 0.00 40.45 727 0.00 10.45 810 0.00 10.45 813 0.00 10.45 815 0.00 10.45 817 0.00 10.45 819 0.00 10.45 821 0.00 10.45 9.20 9.20 9.20 9.20 9.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ZL 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ EQ)C eq x No 0.00 0.00 0.00 EQZ eq z No 0.00 0.00 0.00 Ic1 EQX Yes 0.00 0.00 0.00 Ic2 EQZ Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Page3 Co,pdi'tion alg Ang. Damp. [Deg] [%) EQX 0.00 0.00 0.00 EQZ 0.00 0.00 0.00 Ic1 0.00 0.00 0.00 1c2 0.00 0.00 0.00 Page4 FILE COPY IFLY - Indoor Skydiving "The Annex at Southcenter" 301 Tukwilla Parkway iFly Seattle Superstucture Permit D10-296 Correction Letter #1 Client: Jenson Fey Architecture and Planning 7730 Leary Way NE Redmond, WA, 98052 425-216-0318 +REvityvt CODE COMPLIANCEU D0� 0 MAR 18 2011 opri SWENSON SAY FAGET A Sl RUCTURAL ENGINEERING CORPORATION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.487o City of Tukwila BUILDING DIVISION RECEIVED FEB 16 2011 PERMIT CENTER -► . JAN 1 L 1V RED input -7044 k INDEX TO CALCULATIONS CALCULATION: PAGES: Brace Base Connection (Review Comment #20) 1-34 Inverted V -Brace Beam (Review Comment #30) 35 Diaphragm Capacity (Review Comment #37, 38) 36 Typ Brace Connection (Review Comment #41) 37-39 ETABS Input/Output (With Shear Plates) (A1 -1)-(A1-468) ETABS Input/Output (Without Shear Plates) (A2 -1)-(A2-516) IIV rrSWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 [36A.AceD fr atArd M - dram .) _. s cry.► S Pv " A -1-P 7(P APi RE A( GONAJEcer N Fo c S B/Act T R7446.1- 4 Y(Y4 t '5.8s) z• 3771( ffoil EARS .ot>i„J Pv ; .3�� (uP) 11/k10)) /a NcI o6 6 0 e -r s /L) ,7o7, vf3eAce �V = 3031< �f "7-R y C ��) I %y f./ssv /o s ks, 43 0L Ts , 7Sx (,7SX/25ast jxt z3xY�3Y3K PL) Dl 4 ► 1CD7(3 ?)i' 3p v(Rr '0 Res./sr 7 T�3 03" x,73 J4� sT RGp � �c.y ,75 (4 a ) 03 . (8) evies4-(y)#y(rep Vditt.VE-PC)A37r 7,/a fr)2 i PF veto P V'► 7-8 ,i r1- ,; B , trA y8" u �p y y7_ D/ E1AJFoe_cCr7FN ► ,S ?goy/ vis To f R,E.cLv> ' Ca✓Neca-ii../ t6Artool- . s, . FAter! eL,avt/ovej' f � �v � 0 3 K ,75xgxYxi 23.214 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443-6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA 98042 TA. 251.784-Q47n Far. 253.784.9471 / Project / a),7/I) Date Proj.y� Design Sheet 1 of 39 g/)sE cO rfr' 6c T ('T. ) S I EM PE SrsAi flu-,%v7fv(3,„ ,7Q%(377 -2G71< PRov/43.6 5h&4k LV& sTe5 E 5 l 5 T 5 h A/ A L_ut aQa vu 7 T" ( 5rc) ale )(y) / Z 1 11 z tt USE_ (Z WI £ 1ti PF P LU6s Ativ. !Z"x/Z� �- SEE FE,1 PA OPE I_ &Sou s r Fa BAsa 4, wI �14-6A2 LU 6 S — fnic(Z77as4 8/1s,6 UL rfifoe ,eSS °To 14 �a FpLIE Srtibssrf C14AN6Z. A 113 S to 105 ; 0 g''.7.114 Project Date SWENSON SAY FAGET X A STRUCTURAL ENGINEERING CORPORATION Proj.No._ Design /✓{ Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 laoma: 934 Broadway • Suite 100 Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Sheet 2 of s9 BRACED FRAME BASE PLATE STRESS CHECK 3 of 39 Loads applied are horizontal and vertical projections of RyFyAg of brace force and maximum column uplift from overstrength load combinations. Applied Loads 4 of 39 Model includes y -directional restraints (tension) at the (4) anchor locations and spring restraints in z and x direction (spring stiffness=E concrete) at the shear lugs RESTRAINT CONDITION 5 of 39 PLATE STRESSES (EQ Z DIRECTION) Stresses Members and shells [Kip,in2] F.15 :f13.00 d 1E3 19.29 Elm 17.15 .;;...M 15.01 M 'f 7 10.73 ^ 6.44 4,30 �o 1FN —I 2.16 Arg 0 Von Mises . • <7 6 of 39 Stresses Members and shells [Kipfin2] FE 34 4LLJo 18.81 1E:72 14.63 um 12.54 MS 10.45 -K-"°11 8,36 6.27 4.18 L.10 6.149E-03 gItAr. ,4387;67411 C:15.nv 5Eilges Ang 0 Von Mises PLATE STRESSES (EQ X Direction) 7 of 39 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Current Date: 12/23/2010 1:32 PM Units system: English File name: C:\Documents and Settings\egibson\My Documents\uFly\permit revierw\base plate model3.etz\ Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor [in] [in] [in] 1 0.00 0.00 0.00 0 2 12.00 0.00 0.00 0 3 0.00 0.00 -14.00 0 4 12.00 0.00 -14.00 0 5 6.00 0.00 0.00 0 6 6.00 0.00 -14.00 0 7 0.00 0.00 -7.00 0 8 12.00 0.00 -7.00 0 13 6.00 0.00 -7.00 0 14 2.00 0.00 -1.00 0 15 10.00 0.00 -1.00 0 16 2.00 0.00 -13.00 0 17 10.00 0.00 -13.00 0 Pagel 8 of 39 18 6.00 0.00 -1.00 0 19 6.00 0.00 -13.00 0 49 6.00 0.00 -2.00 0 62 6.00 0.00 -3.00 0 75 6.00 0.00 -4.00 0 88 6.00 0.00 -5.00 0 101 6.00 0.00 -6.00 0 126 6.00 0.00 -8.00 0 139 6.00 0.00 -9.00 0 152 6.00 0.00 -10.00 0 165 6.00 0.00 -11.00 0 178 6.00 0.00 -12.00 0 214 1.00 0.00 -7.00 0 217 2.00 0.00 -7.00 0 219 3.00 0.00 -7.00 0 221 4.00 0.00 -7.00 0 223 5.00 0.00 -7.00 0 226 7.00 0.00 -7.00 0 228 8.00 0.00 -7.00 0 230 9.00 0.00 -7.00 0 232 10.00 0.00 -7.00 0 234 11.00 0.00 -7.00 0 402 2.25 0.00 -3.25 0 404 9.75 0.00 -3.25 0 405 9.75 0.00 -10.75 0 406 1.00 0.00 -14.00 0 407 0.00 0.00 -13.00 0 408 1.00 0.00 -13.00 0 409 2.00 0.00 -14.00 0 410 3.00 0.00 -14.00 0 411 3.00 0.00 -13.00 0 412 4.00 0.00 -14.00 0 413 4.00 0.00 -13.00 0 414 5.00 0.00 -14.00 0 415 5.00 0.00 -13.00 0 416 7.00 0.00 -14.00 0 417 7.00 0.00 -13.00 0 418 8.00 0.00 -14.00 0 419 8.00 0.00 -13.00 0 420 9.00 0.00 -14.00 0 421 9.00 0.00 -13.00 0 422 10.00 0.00 -14.00 0 423 11.00 0.00 -14.00 0 424 11.00 0.00 -13.00 0 425 12.00 0.00 -13.00 0 426 0.00 0.00 -12.00 0 427 1.00 0.00 -12.00 0 428 2.00 0.00 -12.00 0 429 3.00 0.00 -12.00 0 430 4.00 0.00 -12.00 0 431 5.00 0.00 -12.00 0 432 7.00 0.00 -12.00 0 433 8.00 0.00 -12.00 0 434 9.00 0.00 -12.00 0 435 10.00 0.00 -12.00 0 436 11.00 0.00 -12.00 0 437 12.00 0.00 -12.00 0 438 0.00 0.00 -11.00 0 439 1.00 0.00 -11.00 0 440 3.00 0.00 -11.00 0 Page2 9 of 39 441 4.00 0.00 -11.00 0 442 5.00 0.00 -11.00 0 443 7.00 0.00 -11.00 0 444 8.00 0.00 -11.00 0 445 9.00 0.00 -11.00 0 446 11.00 0.00 -11.00 0 447 12.00 0.00 -11.00 0 448 0.00 0.00 -10.00 0 449 1.00 0.00 -10.00 0 450 2.00 0.00 -10.00 0 451 3.00 0.00 -10.00 0 452 4.00 0.00 -10.00 0 453 5.00 0.00 -10.00 0 454 7.00 0.00 -10.00 0 455 8.00 0.00 -10.00 0 456 9.00 0.00 -10.00 0 457 10.00 0.00 -10.00 0 458 11.00 0.00 -10.00 0 459 12.00 0.00 -10.00 0 460 0.00 0.00 -9.00 0 461 1.00 0.00 -9.00 0 462 2.00 0.00 -9.00 0 463 3.00 0.00 -9.00 0 464 4.00 0.00 -9.00 0 465 5.00 0.00 -9.00 0 466 7.00 0.00 -9.00 0 467 8.00 0.00 -9.00 0 468 9.00 0.00 -9.00 0 469 10.00 0.00 -9.00 0 470 11.00 0.00 -9.00 0 471 12.00 0.00 -9.00 0 472 0.00 0.00 -8.00 0 473 1.00 0.00 -8.00 0 474 2.00 0.00 -8.00 0 475 3.00 0.00 -8.00 0 476 4.00 0.00 -8.00 0 477 5.00 0.00 -8.00 0 478 7.00 0.00 -8.00 0 479 8.00 0.00 -8.00 0 480 9.00 0.00 -8.00 0 481 10.00 0.00 -8.00 0 482 11.00 0.00 -8.00 0 483 12.00 0.00 -8.00 0 484 0.00 0.00 -6.00 0 485 1.00 0.00 -6.00 0 486 2.00 0.00 -6.00 0 487 3.00 0.00 -6.00 0 488 4.00 0.00 -6.00 0 489 5.00 0.00 -6.00 0 490 7.00 0.00 -6.00 0 491 8.00 0.00 -6.00 0 492 9.00 0.00 -6.00 0 493 10.00 0.00 -6.00 0 494 11.00 0.00 -6.00 0 495 12.00 0.00 -6.00 0 496 0.00 0.00 -5.00 0 497 1.00 0.00 -5.00 0 498 2.00 0.00 -5.00 0 499 3.00 0.00 -5.00 0 500 4.00 0.00 -5.00 0 Page3 10 of 39 501' 5.00 0.00 -5.00 0 502 7.00 0.00 -5.00 0 • 503 8.00 0.00 -5.00 0 504 9.00 0.00 -5.00 0 505 10.00 0.00 -5.00 0 506 11.00 0.00 -5.00 0 507 12.00 0.00 -5.00 0 508 0.00 0.00 -4.00 0 509 1.00 0.00 -4.00 0 510 2.00 0.00 -4.00 0 511 3.00 0.00 -4.00 0 512 4.00 0.00 -4.00 0 513 5.00 0.00 -4.00 0 514 7.00 0.00 -4.00 0 515 8.00 0.00 -4.00 0 516 9.00 0.00 -4.00 0 517 10.00 0.00 -4.00 0 518 11.00 0.00 -4.00 0 519 12.00 0.00 -4.00 0 520 0.00 0.00 -3.00 0 521 1.00 0.00 -3.00 0 522 3.00 0.00 -3.00 0 523 4.00 0.00 -3.00 0 524 5.00 0.00 -3.00 0 525 7.00 0.00 -3.00 0 526 8.00 0.00 -3.00 0 527 9.00 0.00 -3.00 0 528 11.00 0.00 -3.00 0 529 12.00 0.00 -3.00 0 530 0.00 0.00 -2.00 0 531 1.00 0.00 -2.00 0 532 2.00 0.00 -2.00 0 533 3.00 0.00 -2.00 0 534 4.00 0.00 -2.00 0 535 5.00 0.00 -2.00 0 536 7.00 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-4.00 -7.00 0 271 8.00 -4.00 -7.00 0 272 9.00 -4.00 -7.00 0 273 10.00 -4.00 -7.00 0 274 11.00 -4.00 -7.00 0 275 12.00 -4.00 -7.00 0 276 0.00 -5.00 -7.00 0 277 1.00 -5.00 -7.00 0 278 2.00 -5.00 -7.00 0 279 3.00 -5.00 -7.00 0 280 4.00 -5.00 -7.00 0 281 5.00 -5.00 -7.00 0 282 6.00 -5.00 -7.00 0 283 7.00 -5.00 -7.00 0 284 8.00 -5.00 -7.00 0 285 9.00 -5.00 -7.00 0 286 10.00 -5.00 -7.00 0 287 11.00 -5.00 -7.00 0 288 12.00 -5.00 -7.00 0 289 0.00 -6.00 -7.00 0 290 1.00 -6.00 -7.00 0 291 2.00 -6.00 -7.00 0 292 3.00 -6.00 -7.00 0 293 4.00 -6.00 -7.00 0 294 5.00 -6.00 -7.00 0 295 6.00 -6.00 -7.00 0 296 7.00 -6.00 -7.00 0 297 8.00 -6.00 -7.00 0 298 9.00 -6.00 -7.00 0 299 10.00 -6.00 -7.00 0 300 11.00 -6.00 -7.00 0 301 12.00 -6.00 -7.00 0 302 0.00 -7.00 -7.00 0 303 1.00 -7.00 -7.00 0 304 2.00 -7.00 -7.00 0 305 3.00 -7.00 -7.00 0 306 4.00 -7.00 -7.00 0 307 5.00 -7.00 -7.00 0 308 7.00 -7.00 -7.00 0 309 8.00 -7.00 -7.00 0 310 9.00 -7.00 -7.00 0 311 10.00 -7.00 -7.00 0 312 11.00 -7.00 -7.00 0 313 12.00 -7.00 -7.00 0 314 0.00 -8.00 -7.00 0 315 1.00 -8.00 -7.00 0 316 2.00 -8.00 -7.00 0 317 3.00 -8.00 -7.00 0 318 4.00 -8.00 -7.00 0 319 5.00 -8.00 -7.00 0 320 6.00 -8.00 -7.00 0 321 7.00 -8.00 -7.00 0 322 8.00 -8.00 -7.00 0 323 9.00 -8.00 -7.00 0 324 10.00 -8.00 -7.00 0 325 11.00 -8.00 -7.00 0 326 12.00 -8.00 -7.00 0 327 0.00 -9.00 -7.00 0 328 1.00 -9.00 -7.00 0 Page8 15 of 39 3?9 2.00 -9.00 -7.00 0 330 3.00 -9.00 -7.00 0 331 4.00 -9.00 -7.00 0 332 5.00 -9.00 -7.00 0 333 6.00 -9.00 -7.00 0 334 7.00 -9.00 -7.00 0 335 8.00 -9.00 -7.00 0 336 9.00 -9.00 -7.00 0 337 10.00 -9.00 -7.00 0 338 11.00 -9.00 -7.00 0 339 12.00 -9.00 -7.00 0 340 0.00 -10.00 -7.00 0 341 1.00 -10.00 -7.00 0 342 2.00 -10.00 -7.00 0 343 3.00 -10.00 -7.00 0 344 4.00 -10.00 -7.00 0 345 5.00 -10.00 -7.00 0 346 6.00 -10.00 -7.00 0 347 7.00 -10.00 -7.00 0 348 8.00 -10.00 -7.00 0 349 9.00 -10.00 -7.00 0 350 10.00 -10.00 -7.00 0 351 11.00 -10.00 -7.00 0 352 12.00 -10.00 -7.00 0 353 0.00 -11.00 -7.00 0 354 1.00 -11.00 -7.00 0 355 2.00 -11.00 -7.00 0 356 3.00 -11.00 -7.00 0 357 4.00 -11.00 -7.00 0 358 5.00 -11.00 -7.00 0 359 6.00 -11.00 -7.00 0 360 7.00 -11.00 -7.00 0 361 8.00 -11.00 -7.00 0 362 9.00 -11.00 -7.00 0 363 10.00 -11.00 -7.00 0 364 11.00 -11.00 -7.00 0 365 12.00 -11.00 -7.00 0 366 0.00 -12.00 -7.00 0 367 1.00 -12.00 -7.00 0 368 2.00 -12.00 -7.00 0 369 3.00 -12.00 -7.00 0 370 4.00 -12.00 -7.00 0 371 5.00 -12.00 -7.00 0 372 6.00 -12.00 -7.00 0 373 7.00 -12.00 -7.00 0 374 8.00 -12.00 -7.00 0 375 9.00 -12.00 -7.00 0 376 10.00 -12.00 -7.00 0 377 11.00 -12.00 -7.00 0 378 12.00 -12.00 -7.00 0 379 0.00 -13.00 -7.00 0 380 1.00 -13.00 -7.00 0 381 2.00 -13.00 -7.00 0 382 3.00 -13.00 -7.00 0 383 4.00 -13.00 -7.00 0 384 5.00 -13.00 -7.00 0 385 6.00 -13.00 -7.00 0 386 7.00 -13.00 -7.00 0 387 8.00 -13.00 -7.00 0 388 9.00 -13.00 -7.00 0 Page9 16 of 39 389 10.00 -13.00 -7.00 0 390 11.00 -13.00 -7.00 0 391 12.00 -13.00 -7.00 0 392 1.00 -14.00 -7.00 0 393 2.00 -14.00 -7.00 0 394 3.00 -14.00 -7.00 0 395 4.00 -14.00 -7.00 0 396 5.00 -14.00 -7.00 0 397 7.00 -14.00 -7.00 0 398 8.00 -14.00 -7.00 0 399 9.00 -14.00 -7.00 0 400 10.00 -14.00 -7.00 0 401 11.00 -14.00 -7.00 0 403 2.25 0.00 -10.75 0 Restraints Node TX TY TZ RX RY RZ 402 0 1 0 0 0 0 404 0 1 0 0 0 0 405 0 1 0 0 0 0 403 0 1 0 0 0 0 Springs Node TX TY TZ RX RY RZ [Kip/in] [Kip/in] [Kip/in] [Kip*ft/rad] [Kip*ft/rad] [Kip*ft/rad] 11 0.00 0.00 3600.00 0.00 0.00 0.00 12 0.00 0.00 3600.00 0.00 0.00 0.00 50 3600.00 0.00 0.00 0.00 0.00 0.00 51 3600.00 0.00 0.00 0.00 0.00 0.00 52 3600.00 0.00 0.00 0.00 0.00 0.00 53 3600.00 0.00 0.00 0.00 0.00 0.00 54 3600.00 0.00 0.00 0.00 0.00 0.00 55 3600.00 0.00 0.00 0.00 0.00 0.00 56 3600.00 0.00 0.00 0.00 0.00 0.00 57 3600.00 0.00 0.00 0.00 0.00 0.00 58 3600.00 0.00 0.00 0.00 0.00 0.00 59 3600.00 0.00 0.00 0.00 0.00 0.00 60 3600.00 0.00 0.00 0.00 0.00 0.00 61 3600.00 0.00 0.00 0.00 0.00 0.00 63 3600.00 0.00 0.00 0.00 0.00 0.00 64 3600.00 0.00 0.00 0.00 0.00 0.00 65 3600.00 0.00 0.00 0.00 0.00 0.00 66 3600.00 0.00 0.00 0.00 0.00 0.00 67 3600.00 0.00 0.00 0.00 0.00 0.00 68 3600.00 0.00 0.00 0.00 0.00 0.00 69 3600.00 0.00 0.00 0.00 0.00 0.00 70 3600.00 0.00 0.00 0.00 0.00 0.00 71 3600.00 0.00 0.00 0.00 0.00 0.00 72 3600.00 0.00 0.00 0.00 0.00 0.00 Pagel° 17 of 39 71 3600.00 0.00 0.00 0.00 0.00 0.00 74 3600.00 0.00 0.00 0.00 0.00 0.00 76 3600.00 0.00 0.00 0.00 0.00 0.00 77 3600.00 0.00 0.00 0.00 0.00 0.00 78 3600.00 0.00 0.00 0.00 0.00 0.00 79 3600.00 0.00 0.00 0.00 0.00 0.00 80 3600.00 0.00 0.00 0.00 0.00 0.00 81 3600.00 0.00 0.00 0.00 0.00 0.00 82 3600.00 0.00 0.00 0.00 0.00 0.00 83 3600.00 0.00 0.00 0.00 0.00 0.00 84 3600.00 0.00 0.00 0.00 0.00 0.00 85 3600.00 0.00 0.00 0.00 0.00 0.00 86 3600.00 0.00 0.00 0.00 0.00 0.00 87 3600.00 0.00 0.00 0.00 0.00 0.00 89 3600.00 0.00 0.00 0.00 0.00 0.00 90 3600.00 0.00 0.00 0.00 0.00 0.00 91 3600.00 0.00 0.00 0.00 0.00 0.00 92 3600.00 0.00 0.00 0.00 0.00 0.00 93 3600.00 0.00 0.00 0.00 0.00 0.00 94 3600.00 0.00 0.00 0.00 0.00 0.00 95 3600.00 0.00 0.00 0.00 0.00 0.00 96 3600.00 0.00 0.00 0.00 0.00 0.00 97 3600.00 0.00 0.00 0.00 0.00 0.00 98 3600.00 0.00 0.00 0.00 0.00 0.00 99 3600.00 0.00 0.00 0.00 0.00 0.00 100 3600.00 0.00 0.00 0.00 0.00 0.00 102 3600.00 0.00 0.00 0.00 0.00 0.00 103 3600.00 0.00 0.00 0.00 0.00 0.00 104 3600.00 0.00 0.00 0.00 0.00 0.00 105 3600.00 0.00 0.00 0.00 0.00 0.00 106 3600.00 0.00 0.00 0.00 0.00 0.00 107 3600.00 0.00 0.00 0.00 0.00 0.00 108 3600.00 0.00 0.00 0.00 0.00 0.00 109 3600.00 0.00 0.00 0.00 0.00 0.00 110 3600.00 0.00 0.00 0.00 0.00 0.00 111 3600.00 0.00 0.00 0.00 0.00 0.00 112 3600.00 0.00 0.00 0.00 0.00 0.00 113 3600.00 0.00 0.00 0.00 0.00 0.00 114 3600.00 0.00 0.00 0.00 0.00 0.00 115 3600.00 0.00 0.00 0.00 0.00 0.00 116 3600.00 0.00 0.00 0.00 0.00 0.00 117 3600.00 0.00 0.00 0.00 0.00 0.00 118 3600.00 0.00 0.00 0.00 0.00 0.00 119 3600.00 0.00 0.00 0.00 0.00 0.00 120 3600.00 0.00 0.00 0.00 0.00 0.00 121 3600.00 0.00 0.00 0.00 0.00 0.00 122 3600.00 0.00 0.00 0.00 0.00 0.00 123 3600.00 0.00 0.00 0.00 0.00 0.00 124 3600.00 0.00 0.00 0.00 0.00 0.00 125 3600.00 0.00 0.00 0.00 0.00 0.00 127 3600.00 0.00 0.00 0.00 0.00 0.00 128 3600.00 0.00 0.00 0.00 0.00 0.00 129 3600.00 0.00 0.00 0.00 0.00 0.00 130 3600.00 0.00 0.00 0.00 0.00 0.00 131 3600.00 0.00 0.00 0.00 0.00 0.00 132 3600.00 0.00 0.00 0.00 0.00 0.00 133 3600.00 0.00 0.00 0.00 0.00 0.00 134 3600.00 0.00 0.00 0.00 0.00 0.00 135 3600.00 0.00 0.00 0.00 0.00 0.00 136 3600.00 0.00 0.00 0.00 0.00 0.00 Pagel 1 18 of 39 137 3600.00 0.00 0.00 0.00 0.00 0.00 138 3600.00 0.00 0.00 0.00 0.00 0.00 140 3600.00 0.00 0.00 0.00 0.00 0.00 141 3600.00 0.00 0.00 0.00 0.00 0.00 142 3600.00 0.00 0.00 0.00 0.00 0.00 143 3600.00 0.00 0.00 0.00 0.00 0.00 144 3600.00 0.00 0.00 0.00 0.00 0.00 145 3600.00 0.00 0.00 0.00 0.00 0.00 146 3600.00 0.00 0.00 0.00 0.00 0.00 147 3600.00 0.00 0.00 0.00 0.00 0.00 148 3600.00 0.00 0.00 0.00 0.00 0.00 149 3600.00 0.00 0.00 0.00 0.00 0.00 150 3600.00 0.00 0.00 0.00 0.00 0.00 151 3600.00 0.00 0.00 0.00 0.00 0.00 153 3600.00 0.00 0.00 0.00 0.00 0.00 154 3600.00 0.00 0.00 0.00 0.00 0.00 155 3600.00 0.00 0.00 0.00 0.00 0.00 156 3600.00 0.00 0.00 0.00 0.00 0.00 157 3600.00 0.00 0.00 0.00 0.00 0.00 158 3600.00 0.00 0.00 0.00 0.00 0.00 159 3600.00 0.00 0.00 0.00 0.00 0.00 160 3600.00 0.00 0.00 0.00 0.00 0.00 161 3600.00 0.00 0.00 0.00 0.00 0.00 162 3600.00 0.00 0.00 0.00 0.00 0.00 163 3600.00 0.00 0.00 0.00 0.00 0.00 164 3600.00 0.00 0.00 0.00 0.00 0.00 166 3600.00 0.00 0.00 0.00 0.00 0.00 167 3600.00 0.00 0.00 0.00 0.00 0.00 168 3600.00 0.00 0.00 0.00 0.00 0.00 169 3600.00 0.00 0.00 0.00 0.00 0.00 170 3600.00 0.00 0.00 0.00 0.00 0.00 171 3600.00 0.00 0.00 0.00 0.00 0.00 172 3600.00 0.00 0.00 0.00 0.00 0.00 173 3600.00 0.00 0.00 0.00 0.00 0.00 174 3600.00 0.00 0.00 0.00 0.00 0.00 175 3600.00 0.00 0.00 0.00 0.00 0.00 176 3600.00 0.00 0.00 0.00 0.00 0.00 177 3600.00 0.00 0.00 0.00 0.00 0.00 179 3600.00 0.00 0.00 0.00 0.00 0.00 180 3600.00 0.00 0.00 0.00 0.00 0.00 181 3600.00 0.00 0.00 0.00 0.00 0.00 182 3600.00 0.00 0.00 0.00 0.00 0.00 183 3600.00 0.00 0.00 0.00 0.00 0.00 184 3600.00 0.00 0.00 0.00 0.00 0.00 185 3600.00 0.00 0.00 0.00 0.00 0.00 186 3600.00 0.00 0.00 0.00 0.00 0.00 187 3600.00 0.00 0.00 0.00 0.00 0.00 188 3600.00 0.00 0.00 0.00 0.00 0.00 189 3600.00 0.00 0.00 0.00 0.00 0.00 190 3600.00 0.00 0.00 0.00 0.00 0.00 215 0.00 0.00 3600.00 0.00 0.00 0.00 216 0.00 0.00 3600.00 0.00 0.00 0.00 218 0.00 0.00 3600.00 0.00 0.00 0.00 220 0.00 0.00 3600.00 0.00 0.00 0.00 222 0.00 0.00 3600.00 0.00 0.00 0.00 224 0.00 0.00 3600.00 0.00 0.00 0.00 225 3600.00 0.00 0.00 0.00 0.00 0.00 227 0.00 0.00 3600.00 0.00 0.00 0.00 229 0.00 0.00 3600.00 0.00 0.00 0.00 231 0.00 0.00 3600.00 0.00 0.00 0.00 Pagel2 19 of 39 233, 0.00 0.00 3600.00 0.00 0.00 0.00 235 0.00 0.00 3600.00 0.00 0.00 0.00 236 0.00 0.00 3600.00 0.00 0.00 0.00 237 0.00 0.00 3600.00 0.00 0.00 0.00 238 0.00 0.00 3600.00 0.00 0.00 0.00 239 0.00 0.00 3600.00 0.00 0.00 0.00 240 0.00 0.00 3600.00 0.00 0.00 0.00 241 0.00 0.00 3600.00 0.00 0.00 0.00 242 0.00 0.00 3600.00 0.00 0.00 0.00 243 3600.00 0.00 0.00 0.00 0.00 0.00 244 0.00 0.00 3600.00 0.00 0.00 0.00 245 0.00 0.00 3600.00 0.00 0.00 0.00 246 0.00 0.00 3600.00 0.00 0.00 0.00 247 0.00 0.00 3600.00 0.00 0.00 0.00 248 0.00 0.00 3600.00 0.00 0.00 0.00 249 0.00 0.00 3600.00 0.00 0.00 0.00 250 0.00 0.00 3600.00 0.00 0.00 0.00 251 0.00 0.00 3600.00 0.00 0.00 0.00 252 0.00 0.00 3600.00 0.00 0.00 0.00 253 0.00 0.00 3600.00 0.00 0.00 0.00 254 0.00 0.00 3600.00 0.00 0.00 0.00 255 0.00 0.00 3600.00 0.00 0.00 0.00 256 3600.00 0.00 0.00 0.00 0.00 0.00 257 0.00 0.00 3600.00 0.00 0.00 0.00 258 0.00 0.00 3600.00 0.00 0.00 0.00 259 0.00 0.00 3600.00 0.00 0.00 0.00 260 0.00 0.00 3600.00 0.00 0.00 0.00 261 0.00 0.00 3600.00 0.00 0.00 0.00 262 0.00 0.00 3600.00 0.00 0.00 0.00 263 0.00 0.00 3600.00 0.00 0.00 0.00 264 0.00 0.00 3600.00 0.00 0.00 0.00 265 0.00 0.00 3600.00 0.00 0.00 0.00 266 0.00 0.00 3600.00 0.00 0.00 0.00 267 0.00 0.00 3600.00 0.00 0.00 0.00 268 0.00 0.00 3600.00 0.00 0.00 0.00 269 3600.00 0.00 0.00 0.00 0.00 0.00 270 0.00 0.00 3600.00 0.00 0.00 0.00 271 0.00 0.00 3600.00 0.00 0.00 0.00 272 0.00 0.00 3600.00 0.00 0.00 0.00 273 0.00 0.00 3600.00 0.00 0.00 0.00 274 0.00 0.00 3600.00 0.00 0.00 0.00 275 0.00 0.00 3600.00 0.00 0.00 0.00 276 0.00 0.00 3600.00 0.00 0.00 0.00 277 0.00 0.00 3600.00 0.00 0.00 0.00 278 0.00 0.00 3600.00 0.00 0.00 0.00 279 0.00 0.00 3600.00 0.00 0.00 0.00 280 0.00 0.00 3600.00 0.00 0.00 0.00 281 0.00 0.00 3600.00 0.00 0.00. 0.00 282 3600.00 0.00 0.00 0.00 0.00 0.00 283 0.00 0.00 3600.00 0.00 0.00 0.00 284 0.00 0.00 3600.00 0.00 0.00 0.00 285 0.00 0.00 3600.00 0.00 0.00 0.00 286 0.00 0.00 3600.00 0.00 0.00 0.00 287 0.00 0.00 3600.00 0.00 0.00 0.00 288 0.00 0.00 3600.00 0.00 0.00 0.00 289 0.00 0.00 3600.00 0.00 0.00 0.00 290 0.00 0.00 3600.00 0.00 0.00 0.00 291 0.00 0.00 3600.00 0.00 0.00 0.00 292 0.00 0.00 3600.00 0.00 0.00 0.00 293 0.00 0.00 3600.00 0.00 0.00 0.00 Pagel3 20 of 39 24 0.00 0.00 3600.00 0.00 0.00 0.00 295 3600.00 0.00 0.00 0.00 0.00 0.00 296 0.00 0.00 3600.00 0.00 0.00 0.00 297 0.00 0.00 3600.00 0.00 0.00 0.00 298 0.00 0.00 3600.00 0.00 0.00 0.00 299 0.00 0.00 3600.00 0.00 0.00 0.00 300 0.00 0.00 3600.00 0.00 0.00 0.00 301 0.00 0.00 3600.00 0.00 0.00 0.00 302 0.00 0.00 3600.00 0.00 0.00 0.00 303 0.00 0.00 3600.00 0.00 0.00 0.00 304 0.00 0.00 3600.00 0.00 0.00 0.00 305 0.00 0.00 3600.00 0.00 0.00 0.00 306 0.00 0.00 3600.00 0.00 0.00 0.00 307 0.00 0.00 3600.00 0.00 0.00 0.00 308 0.00 0.00 3600.00 0.00 0.00 0.00 309 0.00 0.00 3600.00 0.00 0.00 0.00 310 0.00 0.00 3600.00 0.00 0.00 0:00 311 0.00 0.00 3600.00 0.00 0.00 0.00 312 0.00 0.00 3600.00 0.00 0.00 0.00 313 0.00 0.00 3600.00 0.00 0.00 0.00 314 0.00 0.00 3600.00 0.00 0.00 0.00 315 0.00 0.00 3600.00 0.00 0.00 0.00 316 0.00 0.00 3600.00 0.00 0.00 0.00 317 0.00 0.00 3600.00 0.00 0.00 0.00 318 0.00 0.00 3600.00 0.00 0.00 0.00 319 0.00 0.00 3600.00 0.00 0.00 0.00 320 3600.00 0.00 0.00 0.00 0.00 0.00 321 0.00 0.00 3600.00 0.00 0.00 0.00 322 0.00 0.00 3600.00 0.00 0.00 0.00 323 0.00 0.00 3600.00 0.00 0.00 0.00 324 0.00 0.00 3600.00 0.00 0.00 0.00 325 0.00 0.00 3600.00 0.00 0.00 0.00 326 0.00 0.00 3600.00 0.00 0.00 0.00 327 0.00 0.00 3600.00 0.00 0.00 0.00 328 0.00 0.00 3600.00 0.00 0.00 0.00 329 0.00 0.00 3600.00 0.00 0.00 0.00 330 0.00 0.00 3600.00 0.00 0.00 0.00 331 0.00 0.00 3600.00 0.00 0.00 0.00 332 0.00 0.00 3600.00 0.00 0.00 0.00 333 3600.00 0.00 0.00 0.00 0.00 0.00 334 0.00 0.00 3600.00 0.00 0.00 0.00 335 0.00 0.00 3600.00 0.00 0.00 0.00 336 0.00 0.00 3600.00 0.00 0.00 0.00 337 0.00 0.00 3600.00 0.00 0.00 0.00 338 0.00 0.00 3600.00 0.00 0.00 0.00 339 0.00 0.00 3600.00 0.00 0.00 0.00 340 0.00 0.00 3600.00 0.00 0.00 0.00 341 0.00 0.00 3600.00 0.00 0.00 0.00 342 0.00 0.00 3600.00 0.00 0.00 0.00 343 0.00 0.00 3600.00 0.00 0.00 0.00 344 0.00 0.00 3600.00 0.00 0.00 0.00 345 0.00 0.00 3600.00 0.00 0.00 0.00 346 3600.00 0.00 0.00 0.00 0.00 0.00 347 0.00 0.00 3600.00 0.00 0.00 0.00 348 0.00 0.00 3600.00 0.00 0.00 0.00 349 0.00 0.00 3600.00 0.00 0.00 0.00 350 0.00 0.00 3600.00 0.00 0.00 0.00 351 0.00 0.00 3600.00 0.00 0.00 0.00 352 0.00 0.00 3600.00 0.00 0.00 0.00 353 0.00 0.00 3600.00 0.00 0.00 0.00 Page14 21 of 39 354 0.00 0.00 3600.00 0.00 0.00 0.00 355 0.00 0.00 3600.00 0.00 0.00 0.00 356 0.00 0.00 3600.00 0.00 0.00 0.00 357 0.00 0.00 3600.00 0.00 0.00 0.00 358 0.00 0.00 3600.00 0.00 0.00 0.00 359 3600.00 0.00 0.00 0.00 0.00 0.00 360 0.00 0.00 3600.00 0.00 0.00 0.00 361 0.00 0.00 3600.00 0.00 0.00 0.00 362 0.00 0.00 3600.00 0.00 0.00 0.00 363 0.00 0.00 3600.00 0.00 0.00 0.00 364 0.00 0.00 3600.00 0.00 0.00 0.00 365 0.00 0.00 3600.00 0.00 0.00 0.00 366 0.00 0.00 3600.00 0.00 0.00 0.00 367 0.00 0.00 3600.00 0.00 0.00 0.00 368 0.00 0.00 3600.00 0.00 0.00 0.00 369 0.00 0.00 3600.00 0.00 0.00 0.00 370 0.00 0.00 3600.00 0.00 0.00 0.00 371 0.00 0.00 3600.00 0.00 0.00 0.00 372 3600.00 0.00 0.00 0.00 0.00 0.00 373 0.00 0.00 3600.00 0.00 0.00 0.00 374 0.00 0.00 3600.00 0.00 0.00 0.00 375 0.00 0.00 3600.00 0.00 0.00 0.00 376 0.00 0.00 3600.00 0.00 0.00 0.00 377 0.00 0.00 3600.00 0.00 0.00 0.00 378 0.00 0.00 3600.00 0.00 0.00 0.00 379 0.00 0.00 3600.00 0.00 0.00 0.00 380 0.00 0.00 3600.00 0.00 0.00 0.00 381 0.00 0.00 3600.00 0.00 0.00 0.00 382 0.00 0.00 3600.00 0.00 0.00 0.00 383 0.00 0.00 3600.00 0.00 0.00 0.00 384 0.00 0.00 3600.00 0.00 0.00 0.00 385 3600.00 0.00 0.00 0.00 0.00 0.00 386 0.00 0.00 3600.00 0.00 0.00 0.00 387 0.00 0.00 3600.00 0.00 0.00 0.00 388 0.00 0.00 3600.00 0.00 0.00 0.00 389 0.00 0.00 3600.00 0.00 0.00 0.00 390 0.00 0.00 3600.00 0.00 0.00 0.00 391 0.00 0.00 3600.00 0.00 0.00 0.00 392 0.00 0.00 3600.00 0.00 0.00 0.00 393 0.00 0.00 3600.00 0.00 0.00 0.00 394 0.00 0.00 3600.00 0.00 0.00 0.00 395 0.00 0.00 3600.00 0.00 0.00 0.00 396 0.00 0.00 3600.00 0.00 0.00 0.00 397 0.00 0.00 3600.00 0.00 0.00 0.00 398 0.00 0.00 3600.00 0.00 0.00 0.00 399 0.00 0.00 3600.00 0.00 0.00 0.00 400 0.00 0.00 3600.00 0.00 0.00 0.00 401 0.00 0.00 3600.00 0.00 0.00 0.00 Shells Page15 22 of 39 Shell N1 N2 N3 N4 Description Material Thickness [in] 343 3 406 407 408 A36 2.00 344 406 409 408 16 A36 2.00 345 409 410 16 411 A36 2.00 346 410 412 411 413 A36 2.00 347 412 414 413 415 A36 2.00 348 414 6 415 19 A36 2.00 349 6 416 19 417 A36 2.00 350 416 418 417 419 A36 2.00 351 418 420 419 421 A36 2.00 352 420 422 421 17 A36 2.00 353 422 423 17 424 A36 2.00 354 423 4 424 425 A36 2.00 355 407 408 426 427 A36 2.00 356 408 16 427 428 A36 2.00 357 16 411 428 429 A36 2.00 358 411 413 429 430 A36 2.00 359 413 415 430 431 A36 2.00 360 415 19 431 178 A36 2.00 361 19 417 178 432 A36 2.00 362 417 419 432 433 A36 2.00 363 419 421 433 434 A36 2.00 364 421 17 434 435 A36 2.00 365 17 424 435 436 A36 2.00 366 424 425 436 437 A36 2.00 367 426 427 438 439 A36 2.00 370 429 430 440 441 A36 2.00 371 430 431 441 442 A36 2.00 372 431 178 442 165 A36 2.00 373 178 432 165 443 A36 2.00 374 432 433 443 444 A36 2.00 375 433 434 444 445 A36 2.00 378 436 437 446 447 A36 2.00 379 438 439 448 449 A36 2.00 382 440 441 451 452 A36 2.00 383 441 442 452 453 A36 2.00 384 442 165 453 152 A36 2.00 385 165 443 152 454 A36 2.00 386 443 444 454 455 A36 2.00 387 444 445 455 456 A36 2.00 390 446 447 458 459 A36 2.00 391 448 449 460 461 A36 2.00 392 449 450 461 462 A36 2.00 393 450 451 462 463 A36 2.00 394 451 452 463 464 A36 2.00 395 452 453 464 465 A36 2.00 396 453 152 465 139 A36 2.00 397 152 454 139 466 A36 2.00 398 454 455 466 467 A36 2.00 399 455 456 467 468 A36 2.00 400 456 457 468 469 A36 2.00 401 457 458 469 470 A36 2.00 402 458 459 470 471 A36 2.00 403 460 461 472 473 A36 2.00 404 461 462 473 474 A36 2.00 405 462 463 474 475 A36 2.00 406 463 464 475 476 A36 2.00 407 464 465 476 477 A36 2.00 408 465 139 477 126 A36 2.00 409 139 466 126 478 A36 2.00 410 466 467 478 479 A36 2.00 Pagel6 23 of 39 411 467 468 479 480 A36 2.00 412 468 469 480 481 A36 2.00 413 469 470 481 482 A36 2.00 414 470 471 482 483 A36 2.00 415 472 473 7 214 A36 2.00 416 473 474 214 217 A36 2.00 417 474 475 217 219 A36 2.00 418 475 476 219 221 A36 2.00 419 476 477 221 223 A36 2.00 420 477 126 223 13 A36 2.00 421 126 478 13 226 A36 2.00 422 478 479 226 228 A36 2.00 423 479 480 228 230 A36 2.00 424 480 481 230 232 A36 2.00 425 481 482 232 234 A36 2.00 426 482 483 234 8 A36 2.00 427 7 214 484 485 A36 2.00 428 214 217 485 486 A36 2.00 429 217 219 486 487 A36 2.00 430 219 221 487 488 A36 2.00 431 221 223 488 489 A36 2.00 432 223 13 489 101 A36 2.00 433 13 226 101 490 A36 2.00 434 226 228 490 491 A36 2.00 435 228 230 491 492 A36 2.00 436 230 232 492 493 A36 2.00 437 232 234 493 494 A36 2.00 438 234 8 494 495 A36 2.00 439 484 485 496 497 A36 2.00 440 485 486 497 498 A36 2.00 441 486 487 498 499 A36 2.00 442 487 488 499 500 A36 2.00 443 488 489 500 501 A36 2.00 444 489 101 501 88 A36 2.00 445 101 490 88 502 A36 2.00 446 490 491 502 503 A36 2.00 447 491 492 503 504 A36 2.00 448 492 493 504 505 A36 2.00 449 493 494 505 506 A36 2.00 450 494 495 506 507 A36 2.00 451 496 497 508 509 A36 2.00 452 497 498 509 510 A36 2.00 453 498 499 510 511 A36 2.00 454 499 500 511 512 A36 2.00 455 500 501 512 513 A36 2.00 456 501 88 513 75 A36 2.00 457 88 502 75 514 A36 2.00 458 502 503 514 515 A36 2.00 459 503 504 515 516 A36 2.00 460 504 505 516 517 A36 2.00 461 505 506 517 518 A36 2.00 462 506 507 518 519 A36 2.00 463 508 509 520 521 A36 2.00 466 511 512 522 523 A36 2.00 467 512 513 523 524 A36 2.00 468 513 75 524 62 A36 2.00 469 75 514 62 525 A36 2.00 470 514 515 525 526 A36 2.00 471 515 516 526 527 A36 2.00 474 518 519 528 529 A36 2.00 Pagel? 24 of 39 473 520 521 530 531 A36 2.00 478 522 523 533 534 A36 2.00 479 523 524 534 535 A36 2.00 480 524 62 535 49 A36 2.00 481 62 525 49 536 A36 2.00 482 525 526 536 537 A36 2.00 483 526 527 537 538 A36 2.00 486 528 529 540 541 A36 2.00 487 530 531 542 543 A36 2.00 488 531 532 543 14 A36 2.00 489 532 533 14 544 A36 2.00 490 533 534 544 545 A36 2.00 491 534 535 545 546 A36 2.00 492 535 49 546 18 A36 2.00 493 49 536 18 547 A36 2.00 494 536 537 547 548 A36 2.00 495 537 538 548 549 A36 2.00 496 538 539 549 15 A36 2.00 497 539 540 15 550 A36 2.00 498 540 541 550 551 A36 2.00 499 542 543 1 552 A36 2.00 500 543 14 552 553 A36 2.00 501 14 544 553 554 A36 2.00 502 544 545 554 555 A36 2.00 503 545 546 555 556 A36 2.00 504 546 18 556 5 A36 2.00 505 18 547 5 557 A36 2.00 506 547 548 557 558 A36 2.00 507 548 549 558 559 A36 2.00 508 549 15 559 560 A36 2.00 509 15 550 560 561 A36 2.00 510 550 551 561 2 A36 2.00 32 50 51 63 64 A36 1.00 33 51 52 64 65 A36 1.00 34 52 53 65 66 A36 1.00 35 53 54 66 67 A36 1.00 36 54 55 67 68 A36 1.00 37 55 56 68 69 A36 1.00 38 56 57 69 70 A36 1.00 39 57 58 70 71 A36 1.00 40 58 59 71 72 A36 1.00 41 59 60 72 73 A36 1.00 42 60 61 73 74 A36 1.00 44 63 64 76 77 A36 1.00 45 64 65 77 78 A36 1.00 46 65 66 78 79 A36 1.00 47 66 67 79 80 A36 1.00 48 67 68 80 81 A36 1.00 49 68 69 81 82 A36 1.00 50 69 70 82 83 A36 1.00 51 70 71 83 84 A36 1.00 52 71 72 84 85 A36 1.00 53 72 73 85 86 A36 1.00 54 73 74 86 87 A36 1.00 56 76 77 89 90 A36 1.00 57 77 78 90 91 A36 1.00 58 78 79 91 92 A36 1.00 59 79 80 92 93 A36 1.00 60 80 81 93 94 A36 1.00 61 81 82 94 95 A36 1.00 Page18 25 of 39 62 82 83 95 96 A36 1.00 63 83 84 96 97 A36 1.00 64 84 85 97 98 A36 1.00 65 85 86 98 99 A36 1.00 66 86 87 99 100 A36 1.00 68 89 90 102 103 A36 1.00 69 90 91 103 104 A36 1.00 70 91 92 104 105 A36 1.00 71 92 93 105 106 A36 1.00 72 93 94 106 107 A36 1.00 73 94 95 107 108 A36 1.00 74 95 96 108 109 A36 1.00 75 96 97 109 110 A36 1.00 76 97 98 110 111 A36 1.00 77 98 99 111 112 A36 1.00 78 99 100 112 113 A36 1.00 80 102 103 114 115 A36 1.00 81 103 104 115 116 A36 1.00 82 104 105 116 117 A36 1.00 83 105 106 117 118 A36 1.00 84 106 107 118 119 A36 1.00 85 107 108 119 120 A36 1.00 86 108 109 120 121 A36 1.00 87 109 110 121 122 A36 1.00 88 110 111 122 123 A36 1.00 89 111 112 123 124 A36 1.00 90 112 113 124 125 A36 1.00 92 114 115 127 128 A36 1.00 93 115 116 128 129 A36 1.00 94 116 117 129 130 A36 1.00 95 117 118 130 131 A36 1.00 96 118 119 131 132 A36 1.00 97 119 120 132 133 A36 1.00 98 120 121 133 134 A36 1.00 99 121 122 134 135 A36 1.00 100 122 123 135 136 A36 1.00 101 123 124 136 137 A36 1.00 102 124 125 137 138 A36 1.00 104 127 128 140 141 A36 1.00 105 128 129 141 142 A36 1.00 106 129 130 142 143 A36 1.00 107 130 131 143 144 A36 1.00 108 131 132 144 145 A36 1.00 109 132 133 145 146 A36 1.00 110 133 134 146 147 A36 1.00 111 134 135 147 148 A36 1.00 112 135 136 148 149 A36 1.00 113 136 137 149 150 A36 1.00 114 137 138 150 151 A36 1.00 116 140 141 153 154 A36 1.00 117 141 142 154 155 A36 1.00 118 142 143 155 156 A36 1.00 119 143 144 156 157 A36 1.00 120 144 145 157 158 A36 1.00 121 145 146 158 159 A36 1.00 122 146 147 159 160 A36 1.00 123 147 148 160 161 A36 1.00 124 148 149 161 162 A36 1.00 125 149 150 162 163 A36 1.00 126 150 151 163 164 A36 1.00 Pagel9 26 of 39 120 153 154 166 167 A36 1.00 129 154 155 167 168 A36 1.00 130 155 156 168 169 A36 1.00 131 156 157 169 170 A36 1.00 132 157 158 170 171 A36 1.00 133 158 159 171 172 A36 1.00 134 159 160 172 173 A36 1.00 135 160 161 173 174 A36 1.00 136 161 162 174 175 A36 1.00 137 162 163 175 176 A36 1.00 138 163 164 176 177 A36 1.00 140 166 167 179 180 A36 1.00 141 167 168 180 181 A36 1.00 142 168 169 181 182 A36 1.00 143 169 170 182 183 A36 1.00 144 170 171 183 184 A36 1.00 145 171 172 184 185 A36 1.00 146 172 173 185 186 A36 1.00 147 173 174 186 187 A36 1.00 148 174 175 187 188 A36 1.00 149 175 176 188 189 A36 1.00 150 176 177 189 190 A36 1.00 187 215 216 237 238 A36 1.00 188 216 218 238 239 A36 1.00 189 218 220 239 240 A36 1.00 190 220 222 240 241 A36 1.00 191 222 224 241 242 A36 1.00 192 224 225 242 243 A36 1.00 193 225 227 243 244 A36 1.00 194 227 229 244 245 A36 1.00 195 229 231 245 246 A36 1.00 196 231 233 246 247 A36 1.00 197 233 235 247 248 A36 1.00 198 235 236 248 249 A36 1.00 199 237 238 250 251 A36 1.00 200 238 239 251 252 A36 1.00 201 239 240 252 253 A36 1.00 202 240 241 253 254 A36 1.00 203 241 242 254 255 A36 1.00 204 242 243 255 256 A36 1.00 205 243 244 256 257 A36 1.00 206 244 245 257 258 A36 1.00 207 245 246 258 259 A36 1.00 208 246 247 259 260 A36 1.00 209 247 248 260 261 A36 1.00 210 248 249 261 262 A36 1.00 211 250 251 263 264 A36 1.00 212 251 252 264 265 A36 1.00 213 252 253 265 266 A36 1.00 214 253 254 266 267 A36 1.00 215 254 255 267 268 A36 1.00 216 255 256 268 269 A36 1.00 217 256 257 269 270 A36 1.00 218 257 258 270 271 A36 1.00 219 258 259 271 272 A36 1.00 220 259 260 272 273 A36 1.00 221 260 261 273 274 A36 1.00 222 261 262 274 275 A36 1.00 223 263 264 276 277 A36 1.00 224 264 265 277 278 A36 1.00 Page20 27 of 39 245 265 266 278 279 A36 1.00 226 266 267 279 280 A36 1.00 227 267 268 280 281 A36 1.00 228 268 269 281 282 A36 1.00 229 269 270 282 283 A36 1.00 230 270 271 283 284 A36 1.00 231 271 272 284 285 A36 1.00 232 272 273 285 286 A36 1.00 233 273 274 286 287 A36 1.00 234 274 275 287 288 A36 1.00 235 276 277 289 290 A36 1.00 236 277 278 290 291 A36 1.00 237 278 279 291 292 A36 1.00 238 279 280 292 293 A36 1.00 239 280 281 293 294 A36 1.00 240 281 282 294 295 A36 1.00 241 282 283 295 296 A36 1.00 242 283 284 296 297 A36 1.00 243 284 285 297 298 A36 1.00 244 285 286 298 299 A36 1.00 245 286 287 299 300 A36 1.00 246 287 288 300 301 A36 1.00 247 289 290 302 303 A36 1.00 248 290 291 303 304 A36 1.00 249 291 292 304 305 A36 1.00 250 292 293 305 306 A36 1.00 251 293 294 306 307 A36 1.00 252 294 295 307 119 A36 1.00 253 295 296 119 308 A36 1.00 254 296 297 308 309 A36 1.00 255 297 298 309 310 A36 1.00 256 298 299 310 311 A36 1.00 257 299 300 311 312 A36 1.00 258 300 301 312 313 A36 1.00 259 302 303 314 315 A36 1.00 260 303 304 315 316 A36 1.00 261 304 305 316 317 A36 1.00 262 305 306 317 318 A36 1.00 263 306 307 318 319 A36 1.00 264 307 119 319 320 A36 1.00 265 119 308 320 321 A36 1.00 266 308 309 321 322 A36 1.00 267 309 310 322 323 A36 1.00 268 310 311 323 324 A36 1.00 269 311 312 324 325 A36 1.00 270 312 313 325 326 A36 1.00 271 314 315 327 328 A36 1.00 272 315 316 328 329 A36 1.00 273 316 317 329 330 A36 1.00 274 317 318 330 331 A36 1.00 275 318 319 331 332 A36 1.00 276 319 320 332 333 A36 1.00 277 320 321 333 334 A36 1.00 278 321 322 334 335 A36 1.00 279 322 323 335 336 A36 1.00 280 323 324 336 337 A36 1.00 281 324 325 337 338 A36 1.00 282 325 326 338 339 A36 1.00 283 327 328 340 341 A36 1.00 284 328 329 341 342 A36 1.00 Page21 28 of 39 .285 329 330 342 343 A36 1.00 286 330 331 343 344 A36 1.00 287 331 332 344 345 A36 1.00 288 332 333 345 346 A36 1.00 289 333 334 346 347 A36 1.00 290 334 335 347 348 A36 1.00 291 335 336 348 349 A36 1.00 292 336 337 349 350 A36 1.00 293 337 338 350 351 A36 1.00 294 338 339 351 352 A36 1.00 295 340 341 353 354 A36 1.00 296 341 342 354 355 A36 1.00 297 342 343 355 356 A36 1.00 298 343 344 356 357 A36 1.00 299 344 345 357 358 A36 1.00 300 345 346 358 359 A36 1.00 301 346 347 359 360 A36 1.00 302 347 348 360 361 A36 1.00 303 348 349 361 362 A36 1.00 304 349 350 362 363 A36 1.00 305 350 351 363 364 A36 1.00 306 351 352 364 365 A36 1.00 307 353 354 366 367 A36 1.00 308 354 355 367 368 A36 1.00 309 355 356 368 369 A36 1.00 310 356 357 369 370 A36 1.00 311 357 358 370 371 A36 1.00 312 358 359 371 372 A36 1.00 313 359 360 372 373 A36 1.00 314 360 361 373 374 A36 1.00 315 361 362 374 375 A36 1.00 316 362 363 375 376 A36 1.00 317 363 364 376 377 A36 1.00 318 364 365 377 378 A36 1.00 319 366 367 379 380 A36 1.00 320 367 368 380 381 A36 1.00 321 368 369 381 382 A36 1.00 322 369 370 382 383 A36 1.00 323 370 371 383 384 A36 1.00 324 371 372 384 385 A36 1.00 325 372 373 385 386 A36 1.00 326 373 374 386 387 A36 1.00 327 374 375 387 388 A36 1.00 328 375 376 388 389 A36 1.00 329 376 377 389 390 A36 1.00 330 377 378 390 391 A36 1.00 331 379 380 11 392 A36 1.00 332 380 381 392 393 A36 1.00 333 381 382 393 394 A36 1.00 334 382 383 394 395 A36 1.00 335 383 384 395 396 A36 1.00 336 384 385 396 125 A36 1.00 337 385 386 125 397 A36 1.00 338 386 387 397 398 A36 1.00 339 387 388 398 399 A36 1.00 340 388 389 399 400 A36 1.00 341 389 390 400 401 A36 1.00 342 390 391 401 12 A36 1.00 Page22 29 of 39 Page23 30 of 39 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Current Date: 12/23/2010 1:35 PM Units system: English File name: C:\Documents and Settings\egibson\My Documents\uFly\permit revierw\base plate model3.etz\ Load data GLOSSARY Comb : Indicates if load condition is a load combination Load conditions Condition Description Comb. Category EQX eq x No EQ EQZ eq z No EQ Ic1 EQX Yes Ic2 EQZ Yes Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] EQX 13 5.30 0.00 0.00 0.00 0.00 0.00 14 5.30 0.00 0.00 0.00 0.00 0.00 15 5.30 0.00 0.00 0.00 0.00 0.00 16 5.30 0.00 0.00 0.00 0.00 0.00 17 5.30 0.00 0.00 0.00 0.00 0.00 18 5.30 0.00 0.00 0.00 0.00 0.00 19 5.30 0.00 0.00 0.00 0.00 0.00 49 5.30 0.00 0.00 0.00 0.00 0.00 62 5.30 0.00 0.00 0.00 0.00 0.00 75 5.30 0.00 0.00 0.00 0.00 0.00 88 5.30 0.00 0.00 0.00 0.00 0.00 101 5.30 0.00 0.00 0.00 0.00 0.00 126 5.30 0.00 0.00 0.00 0.00 0.00 139 5.30 0.00 0.00 0.00 0.00 0.00 152 5.30 0.00 0.00 0.00 0.00 0.00 165 5.30 0.00 0.00 0.00 0.00 0.00 178 5.30 0.00 0.00 0.00 0.00 0.00 411 5.30 0.00 0.00 0.00 0.00 0.00 413 5.30 0.00 0.00 0.00 0.00 0.00 415 5.30 0.00 0.00 0.00 0.00 0.00 417 5.30 0.00 0.00 0.00 0.00 0.00 419 5.30 0.00 0.00 0.00 0.00 0.00 Pagel 31 of 39 421 5.30 0.00 0.00 0.00 0.00 0.00 544 5.30 0.00 0.00 0.00 0.00 0.00 545 5.30 0.00 0.00 0.00 0.00 0.00 546 5.30 0.00 0.00 0.00 0.00 0.00 547 5.30 0.00 0.00 0.00 0.00 0.00 548 5.30 0.00 0.00 0.00 0.00 0.00 549 5.30 0.00 0.00 0.00 0.00 0.00 20 0.00 6.53 0.00 0.00 0.00 0.00 21 0.00 6.53 0.00 0.00 0.00 0.00 22 0.00 6.53 0.00 0.00 0.00 0.00 23 0.00 6.53 0.00 0.00 0.00 0.00 24 0.00 6.53 0.00 0.00 0.00 0.00 25 0.00 6.53 0.00 0.00 0.00 0.00 563 0.00 6.53 0.00 0.00 0.00 0.00 585 0.00 6.53 0.00 0.00 0.00 0.00 597 0.00 6.53 0.00 0.00 0.00 0.00 609 0.00 6.53 0.00 0.00 0.00 0.00 621 0.00 6.53 0.00 0.00 0.00 0.00 633 0.00 6.53 0.00 0.00 0.00 0.00 645 0.00 6.53 0.00 0.00 0.00 0.00 657 0.00 6.53 0.00 0.00 0.00 0.00 669 0.00 6.53 0.00 0.00 0.00 0.00 681 0.00 6.53 0.00 0.00 0.00 0.00 693 0.00 6.53 0.00 0.00 0.00 0.00 716 0.00 6.53 0.00 0.00 0.00 0.00 719 0.00 6.53 0.00 0.00 0.00 0.00 721 0.00 6.53 0.00 0.00 0.00 0.00 723 0.00 6.53 0.00 0.00 0.00 0.00 725 0.00 6.53 0.00 0.00 0.00 0.00 727 0.00 6.53 0.00 0.00 0.00 0.00 810 0.00 6.53 0.00 0.00 0.00 0.00 813 0.00 6.53 0.00 0.00 0.00 0.00 815 0.00 6.53 0.00 0.00 0.00 0.00 817 0.00 6.53 0.00 0.00 0.00 0.00 819 0.00 6.53 0.00 0.00 0.00 0.00 821 0.00 6.53 0.00 0.00 0.00 0.00 EQZ 13 0.00 0.00 9.20 0.00 0.00 0.00 14 0.00 0.00 9.20 0.00 0.00 0.00 15 0.00 0.00 9.20 0.00 0.00 0.00 16 0.00 0.00 9.20 0.00 0.00 0.00 17 0.00 0.00 9.20 0.00 0.00 0.00 18 0.00 0.00 9.20 0.00 0.00 0.00 19 0.00 0.00 9.20 0.00 0.00 0.00 49 0.00 0.00 9.20 0.00 0.00 0.00 62 0.00 0.00 9.20 0.00 0.00 0.00 75 0.00 0.00 9.20 0.00 0.00 0.00 88 0.00 0.00 9.20 0.00 0.00 0.00 101 0.00 0.00 9.20 0.00 0.00 0.00 126 0.00 0.00 9.20 0.00 0.00 0.00 139 0.00 0.00 9.20 0.00 0.00 0.00 152 0.00 0.00 9.20 0.00 0.00 0.00 165 0.00 0.00 9.20 0.00 0.00 0.00 178 0.00 0.00 9.20 0.00 0.00 0.00 411 0.00 0.00 9.20 0.00 0.00 0.00 413 0.00 0.00 9.20 0.00 0.00 0.00 415 0.00 0.00 9.20 0.00 0.00 0.00 417 0.00 0.00 9.20 0.00 0.00 0.00 419 0.00 0.00 9.20 0.00 0.00 0.00 421 0.00 0.00 9.20 0.00 0.00 0.00 544 0.00 0.00 9.20 0.00 0.00 0.00 Page2 32 of 39 545 0.00 0.00 9.20 0.00 0.00 0.00 546 0.00 0.00 9.20 0.00 0.00 0.00 547 0.00 0.00 9.20 0.00 0.00 0.00 548 0.00 0.00 9.20 0.00 0.00 0.00 549 0.00 0.00 9.20 0.00 0.00 0.00 20 0.00 10.45 0.00 0.00 0.00 0.00 21 0.00 10.45 0.00 0.00 0.00 0.00 22 0.00 10.45 0.00 0.00 0.00 0.00 23 0.00 10.45 0.00 0.00 0.00 0.00 24 0.00 10.45 0.00 0.00 0.00 0.00 25 0.00 10.45 0.00 0.00 0.00 0.00 563 0.00 10.45 0.00 0.00 0.00 0.00 585 0.00 10.45 0.00 0.00 0.00 0.00 597 0.00 10.45 0.00 0.00 0.00 0.00 609 0.00 10.45 0.00 0.00 0.00 0.00 621 0.00 10.45 0.00 0.00 0.00 0.00 633 0.00 10.45 0.00 0.00 0.00 0.00 645 0.00 10.45 0.00 0.00 0.00 0.00 657 0.00 10.45 0.00 0.00 0.00 0.00 669 0.00 10.45 0.00 0.00 0.00 0.00 681 0.00 10.45 0.00 0.00 0.00 0.00 693 0.00 10.45 0.00 0.00 0.00 0.00 716 0.00 10.45 0.00 0.00 0.00 0.00 719 0.00 10.45 0.00 0.00 0.00 0.00 721 0.00 10.45 0.00 0.00 0.00 0.00 723 0.00 10.45 0.00 0.00 0.00 0.00 725 0.00 10.45 0.00 0.00 0.00 0.00 727 0.00 10.45 0.00 0.00 0.00 0.00 810 0.00 10.45 0.00 0.00 0.00 0.00 813 0.00 10.45 0.00 0.00 0.00 0.00 815 0.00 10.45 0.00 0.00 0.00 0.00 817 0.00 10.45 0.00 0.00 0.00 0.00 819 0.00 10.45 0.00 0.00 0.00 0.00 821 0.00 10.45 0.00 0.00 0.00 0.00 Self weight multipliers for load conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ EQ)c eq x No 0.00 0.00 0.00 EQZ eq z No 0.00 0.00 0.00 Id EQX Yes 0.00 0.00 0.00 Ic2 EQZ Yes 0.00 0.00 0.00 Earthquake (Dynamic analysis only) Page3 33 of 39 Cpndition alg Ang. Damp. [Deg] [%1 EQX 0.00 0.00 0.00 EQZ 0.00 0.00 0.00 Ic1 0.00 0.00 0.00 1c2 0.00 0.00 0.00 Page4 34 of 39 INVEL v- C3, to PCS 14" ‘)1.. fi�L r 170; 4 ^N9( f/' A -- / - /Z / R„ F., A =/' VM)/S 8s) 3-77/` rigibLe �, g; pts - L g l 'B' 3tJ 3 = 5, (zi) h 377 .. /7, ssts (Z7)x= 3/ if /Sok REsvc iA m -r— = /7f-3/ : / y0 k A PAI,/-6/4e_I 2 l)s IN2` x //'/ DL,-- 36 PsF S,s' /?# 4 LL = Llo rSf- x St = z21344 ,t ('.z)PL = lith (1 /Z.‘)x/Z 15 x5) C, 1414E r 7-1 Co 4%.) Ru = 63'` 13EAM 13RS IJIRECTLL ON C at_ (..//11 0 iILL( il3/�� Project rrmSWOE A STRUCTURALENSENGINEERINGNSAYFAGCORPOTRATION Protj.No. Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Date Tel: 206.443.6212 Fax: 206.443.4870 Des gn 35 of 39 • / /),- pi R/1`C CALcv(- r-' n5s ONL1 3zor L�,m1 e ,,,,a t,j ShI4 /N.C7r;,:al or y7' (i'.E.r oietc.,"frAt_ cAL,.c ) poi _27 e.Ti6K/z,_ /, MIN 544Q cAP/ic,n-f /`) ©o #', (li,) AA V R r", 0 .l H -EJ I~ 1 v - Lou,/ A3017-- — Fp, X�/I X2 w Wo,- 26 x33 x7z'=K(Z (t/_) /, 5% Vflp rA f t1/ 51-CA4 CAPAt /17 - ci t STe. L— ►� Ric , )4(/4 1Q Lo( —> (FoRcF5 /4/t4_ Liss baJ3-US" 7-1-1A meati, ROW' 'oic 1 SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION ieattle: 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443.6212 Fax: 206 -443 4870 FLY Project i/y/I) Date Proj. No. Design 36 of 39 cheer VER )F Y TYP'CAL BP cf FRSE COniAJ Cit 0,A.1 Boc TS -- 4c To ►t.-5 foe Nss v(9— 523r4 ,RQo - Ns s 5/2.59z - rt, llSs A5r- 3,37-7T),�� Rr F -7 -z / Y (Y1)(3 34 zl 7-1 /0'0( 1-‘---)'!) / S B K 1-1S5 5'z$%z x % -AsrD 8 A:4 7; = ier r7 /) = / q (Y6 / 4- d r) = 371 l•IRYP„ tf8(j.'1)(V)= /73 2/7�w Z7 —t)" 56 377 = 3 t2 -r-1 C1aClc. ContpR sSe�r4 g(ck.i) J of 6t✓ssE r:: 62 5 tl /8 ,( 8.75 r /it) " 3a5 ,>T;844cifio. ibFrA-5 '= q (36145) ) ((7'Xt6z`f) vcirt, t ?s4 CV Cls -.1'j 3itY { �75 k L , bS /2.5") /4 s Z(.7S (6` 1 Folz ids �x ! — f = /►�-i —^ - zz,"7 x -6 1 1 AV�1= oryA.g =,� (3�)/a) ; Zq) >7./RyP�=/get4-->ok p� Sj'IEF5 r ,z° k ,65(2.5 VIZ'• �� i Z� ✓ 53 PA,=14F��� 9(3C)(/ )=5/e >j:/R7/ /73mo6ts . SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443 .6212 Fax: 206-443-4870 Project Dale Proj. No. Design 37 of 39 c H6 12 57-14a LA -6 o, 5 Fol I -?s 1-1uK US /, P(6"- Ae - U/^ ,7$ q) 3, Q 3 75 IA ,x5(3 -CS I- .S3 RIC am' 17 0 5`� 1--iss S /Z )es // 2 AI /h— 7Str)/1 ') O 14 e = ()Aft Et,7 5 /7. z S) = S,tic/ Rur ,7- _ 37-i k- .r s c/46cie r xVA.4 S71ZN .1/4 O/ CONN 1112s./Me ilk)F =/,/OWL/6)069) 33 z 1,c Y 01,3) -.7,G o 01'-` S;�rss dC cp —C�o Z t< �t Z(75) cj/2`f 01435 v 5/2 t 2 (1) _ 9v2" (/-Is$ 5 r/2,, 5! ) S t�2 60.1/ t V}.(r) 8°" k s ,,a : 9 y (ass Sri• I cgC < b.ES1GnJ 'i`Enis fc, N 4- C-aM f , AA CcNrf cR l Tc CSL C3ve,krLrNL i$4-14/ 5 1 ^/ etA ,C OF` 6%, -CS 2-7 ) Asd rraSWOFACET A STRUCTURALENSENGINEERINGNSAY CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206-493- 6212 Fax: 206-443.4870 Project 12/2v//o Date Prot. tom_ Design 38 of 39 f c�- ... S,Nt c.t' sii- Z it.. CH E (vc.. I4 -ss 5-2.x 51/2 (co-ra-co 0V'EA 14- 2 11601 c©PaAv) ---V5 j 7kZi' Si il r:?/, t1 V�� Utz" x 377" �� V C o f 17.._.) 6 x 3 77)4' - 1 c 7� z. vt.1a r 8 k 77 - yZ, 14u, Ro r3" z�2x377 -.7 JG4" (/7yvt-Pi? e — 214k )2.//1 6 " ,. 71 8 ;� N z e 1 z y 7t (l a714`) j 6 9 L ,T4/ Dir / ALp Y 11 /rJ l 1J ridSWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 r..._ .. _ ,.o.. o___a..,,... C..;h inn. TA...,.. . we onnu) FLY Project 1/3/H Date Proj. No. cSt Design 39 of 39 I-Fly Seattle Building Permit D10-296 Plan Review- First Submittal E �+ H u- o�C 0 U cu 6) a. bC.O a 0 O o N 7,1 0 v u a N -a O 0.) cts a) -O � o 140 0 0 T.) 0 C 0) 0) a) Brazil of Reid Middleto Structural, Engineer for Foundation a) o = C a) c0 -Y' O N N CO . Z Z iv U rn o z r;CD o G) w cn C a a N o a D ccv "� d co U a) O RS V' a) C O O L co c o N S el)Lri N� o U c N _O Zvi C O C C p CO a a) c v 0 vi O O C R O O U pCco O O L 5c• i(nj :!0 U Ca co 0 �� vri y0c c/')� Rcn 3�' ooUo^ o0,U c aU ( o ccv `oa) c o msm r)c o o E_� a)Q) O c O cQ y -. a) 5 O v) co (0 - U U .— Oo N c N .� = N a) N U C1 0 �O L O d d. C "p O O a) �O a) N Lf7 .0 co O N a) C O+ E E N N vi d U C a)yNco�cvcu vi op ca' N O�� o��y m aoc'^cddQ7 O v o Q7U)c EN NL :35 O O Ccu o a) acor-oZ' N �vi� o 'X o C o .5C3 CZ 00�U o N covU =N � Rso 3 c"� a' � ��o-ooc t� a)E a`) EL .S .v @ N U NN cv a c voi cN� �N -c -� R7 0� L) `0 a~cizp o UON'CR) rT N -OpUc.�Rs .N UU U�UQ caaj RSj0R)N a)R) "V C Q1C0.7 CCl .0 R) 7 N a) -N ca 'a)O_ O ` ,O C �O C N E N O c U L .Z •a) p Lj `` N N =U V 03 iv Q O) C @ c upi U co `° N c o c il flDi'4 o L - 'U -C n.C'�C N :. O C .Q U C 0 0 O a d �? co U= L CO_N OO •N C `r•) U CN dO O F— Cc a) a: c iv'� c o mL'Nq N a) `ca)o •c c La iv o aoi .N oo CQ o ;cco,- o nn O c c`v U'� o c p a)o yN d a) U aR) — CC OR7 t; C ` m .� _O ,C L (DaQ N .'O OUO C CO E ON O U O YN N coO C• T O O O N 0 0 U) o U N cn ar a) NN cv d C L F— C -p N R) CLC cn U p Tat, O ti U .0 O_ G C co o_ c c co ` cr)o Z, N p To c p >> c.) •C CU N m U o s y� O O O a) C O) V �p o O U 0 U N in o) z N p a) d N O U v C a) N C a) 0'- '") O C R) N C cu ra a.0 iv ‘C-.5 L a) •� .0 coir •� w `^ N o 0 �,O 3 ai H.--,-.cv O c la U q. Y U +•• O C N C C a) c N OU L '00 N p •O Lj cv a) O.— O - c a) C z Q N co d N 'V �v a E m e aoi0 o c a) a) "� c) o —on N o 2= a aoi .S o o c cv L ori o o a`> p •.c -15,c _Jul/ts N ,-- c o a n �v a) a - a) o o o 0 0 0 c 3 a 3 a) c) h v o of o� �_ fQ a) R7 O O a) O O O C N R) O co O c` i) -p R7 z N O - iy iv co c .o a R) p o y E in N c y '> c c a) Cn c a c6 U a) cCd U C i'5'' <v �y c p O U 7 'U U C U= L 4) a) U coLL •c -c 4-o o .� .o N N .o N U ca'v C o 2 co X �.-C_o y C2 aa)) aa') E' c CN • �cn� = a) c m • cC.7u-in U(n az co ai i . Q>F-0_2 a) y o a) a) - c o a) r` cD a o C7 c� CO cn -0 C..) -o ai cn ,� a) U o Y E r� a Z. �i co Z co c 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 *1 t FILE COPY Structural Calculations For: IFLY - Indoor Skydiving "The Annex at Southcenter" Client: Jenson Fey Architecture and Planning 7730 Leary Way NE Redmond, WA, 98052 425-216-0318 REVIEWED FOR CODE COMPLIANCE A c®raAVED MAR 18 all _._ City of Tukwila BUILDING DIVISION SWENSON SAY FAGET rr ,�y >' A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 INDEX TO CALCULATIONS CALCULATION PAGES: Design Summary 1 Loading 2 Foundation Design 3-8 Beam Design 9-10 Seismic Criteria 11 Wind Criteria 12-13 Story Drifts 14 Irregularity Checks 15-16 Diaphragm and Collectors 17 Seismic Detailing Checks 18-22 ETABS Model Input And Output 23-58 Appedix 1: Skyventure Steel Calculations 59-571 r SWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue. Ste. 100 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 iFly Seattle Structural Design Summary: This building consists of one below grade story and four above grade floors. Typical floor framing is steel beams and columns, and the lateral force resisting system is special steel concentrically braced frames with concrete over metal deck and uncovered metal deck diaphragms. A standard steel framing package was provided to SSF by Skyventure, the owner of the indoor skydiving technology licensed to this facility. This package includes complete framing plans and calculations for the majority of the building (the area between grids A-E), and has been used on several Skyventure facilities throughout the world. It is left up to the engineer of record (SSF) to verify that the standard package meets the site specific requirements of the building, design concrete foundations, and modify the standard package as necessary. Upon review of the Skyventure framing package, the standard lateral system consisted of ordinary braced frames, which are not allowed for a building of this height in our seismic design category. SSF worked with Skyventure to modify the lateral bracing to meet seismic design requirements. The steel framing for the portion of framing between grids AA -A has also been designed by SSF, along with the concrete foundations. The complete Skyventure steel design calculations are included in an appendix to these calculations. orrl SWENSON SAY FAGET A STRUC71RAL ENGIN£ERUIG CORPORATION 2124 Third Avenue • Suite 100 • Seattle • WA 98121 www.swensonsay(agei.com Office: 206.443.6212 Fax: 206.443.4870 1 of 571 BUILIN& LA pi .J - DEA P - LIVE Lo4DS ; PL Env wit I) E c K /GRovol,) LL Joo Ps/ FLOOR — ZCONc/Z"L.iZ t Eck = 37 psF FRAMriv6 = 6 PSF WALLS =/oPSF MISC. == s Pi— ---arw L 56 Jsr- 1 OgSERVATI0(v Pr ct< LL. = /ov P 14 3 colic Z W2 ()Eve FACING WALL S- M1SC p� yorF4-L = Li9 PsF 6PsF /o PsF 5 KF PSF 1 1 1 LL= Z5 Fsp SERVICE LL = Li o psp 3" p -P /8 SA PEek a 9' Psf FR4ii 006 = 9 ?sr INSUL 3Ps•F L✓F-L-1 S = /0 fvF "Ise. . = 5 PSr PL ToT4-L Z6 k -F; GAT tvAuc /C) fsr- FRArr (NG s 6 PSF MSc = JO Psi: / ,(% OL TorAL, = 3 6 ePPSF Aaoc 3 DPx/BCCI- yPsr" ■= r -7/26/1(A/6 PSF 3 P5F W ry-L LS 5 lost miSe5PJr PL ToT-L. Zi PsP 1 LL 25 +F A STRUCTURAL ENGINEERING CORPORATION Seat}le: 2124 Third Avenue Suite 100 • Seattle • WA 98121 Tel: 206 443 .6212 Fax: 206 443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project Dale Proj. Nes Design 2of571 Sheet Y rrSWENSON SAY FAGETmei 1 1 SSF SWENSON SAY FAGET 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # : Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:ldocuments and settingslegibsonlmy do Retain Pro 9 ©1989 - 2009 Ver: 9.09 8119 Registration #: RP -1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 17.00 ft 0.00 ft 0.00: 1 0.00 in 0.0 ft Surcharge Loads 1 Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 4,050.0 lbs Axial Live Load = 5,890.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning = 4.86 OK Slab Resists All Sliding ! Total Bearing Load = 19,014 lbs ...resultant ecc. = 63.76 in Soil Pressure @ Toe = 0 psf Soil Pressure @ Heel = 1,996 psf Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 2,642 psf Footing Shear @ Toe = 74.5 psi Footing Shear @ Heel = 0.0 psi Allowable = 94.9 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 8,150.0 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E OK OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 110.00 pcf = 110.00 pcf = 0.400 = 12.00 in _ Lateral Load Applied to Stem Lateral Load = 125.0 #/ft Adjacent Footing Load ...Height to Top = 4.00 ft Footing Width ...Height to Bottom = 0.00 ft Eccentricity The above lateral load Wall to Ftg CL Dist has been increased 1.60 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio 1 Thumbnail Adjacent Footing Load Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Top Stem 0.0 lbs = 0.00 ft = 0.00 in 0.00 ft Line Load = 0.0 ft = 0.300 1 ft= Stem OK 0.00 Concrete 18.00 # 8 8.00 Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable = Shear Actual psi = OK Shear Allowable psi = OK Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = IBC 2006 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.769 10,904.0 59,956.0 77,993.5 60.2 94.9 225.0 15.50 36.90 37.19 = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Retain Pro Software © 2009 HBA Publications. Inc. Licensed to: Swenson Say Faget All Rights Reserved Seattle, WA 98121 www.Re3 of5r7.dom Footing Dimensions & Strengths M Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Footing Design Results 1 1 SSF SWENSON SAY FAGET 2124 Third Ave, Suite 100 Seattle, WA Retain Pro 9 © 1989 - 2009 Ver: 9.09 8119 Registration #: RP -1125765 RP9.09 Licensed to: Swenson Say Faget Title IFIy Plenum Retaining Wall Job # Dsgnr: EBG Description.... Page: Date: AUG 5,2010 This Wall in File: c:\documents and settingslegibsonlmy do Cantilevered Retaining Wall Design Code: IBC 2006 ▪ 21.83 ft • 1.50 • 23.33 • 18.00 in 0.00 in • 12.00 in • 0.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 0 0 0 • 59,956 = 74.47 = 94.87 = #8@8.25 in = #5@18.00in = None Spec'd Heel 2,642 psf 0 ft-# 0 ft-# 0 ft-# 0,00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 2.50 in, #5@ 4.00 in, #6@ 5.50 in, #7@ 7.50 in, #8@ 10.00 in, #9@ 12.50 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 7,700.6 6.17 47,487.2 Soil Over Heel Sloped Soil Over Heel -50.6 0.50 -25.3 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 500.0 3.50 1,750.0 • Axial Live Load on Stem 1 1 1 1 1 1 RESISTING Force Distance Moment 1 4,050.0 22.58 91,449.0 5,890.0 22.58 132,996.2 3,825.0 22.58 86,368.5 5,249.3 11.67 61,232.5 1 23.33 Total = 8,150.0 O.T.M. = 49,211.9 Resisting!Overtuming Ratio Vertical Loads used for Soil Pressure = = 4.86 19,014.3 lbs Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component Total = 13,124.3 lbs R.M.= 239,050.0 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. All Rights Reserved Seattle, WA 98121 Licensed to: Swenson Say Faget www.Re4a®P57..4om 1 1 1 1 1 1 1 1 1 1 rr SWENSON SAY FAGET SSF 2124 Third Ave, Suite 100 Seattle, WA Title : iFiy Plenum Retaining Wall Page: Job # : Dsgnr: EBG Date: AUG 5,2010 Description.... This Wall in File: c:ldocuments and settingslegibsonlmy do Retain Pro 9 © 1989 - 2009 Ver: 9.09 8119 Registration #: RP -1125765 RP9.09 Licensed to: Swenson Say Faget Cantilevered Retaining Wall Design Code: IBC 2006 Criteria Retained Height = 13.00 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming _Axial Load Applied to Stem Axial Dead Load = 4,050.0 lbs Axial Live Load = 5,890.0 lbs Axial Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning Slab Resists All Total Bearing Load = ...resultant ecc. _ 11.36 OK Sliding I Soil Pressure @ Toe = Soil Pressure @ Heel Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 17,896 lbs 100.91 in 0 psf OK 1,986 psf OK 2,000 psf Allowable 0 psf 2,645 psf 93.4 psi OK 0.0 psi OK 94.9 psi Sliding I 5,033.8 lbs Soil Data 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootinglISoil Friction Soil height to ignore for passive pressure = 45.0 psf/ft = 45.0 psf/ft = 350.0 psf/ft 110.00 pcf = 110.00 pcf = 0.400 = 12.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top = ...Height to Bottom = The above lateral load has been increased 1.60 by a factor of Wind on Exposed Stem = 0.0 psf 125.0 #/ft 4.00 ft 0.00 ft Stem Construction IBC 2006 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' Top Stem Thumbnail Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 1 Stem OK ft = 0.00 = Concrete = 12.00 = # 8 = 10.00 Edge lbs = ft-# = psi = psi = in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.729 6,584.0 27,364.0 37,544.4 60.4 94.9 150.0 9.50 34.98 37.19 = Medium Weight = ASD psi = 4,000.0 psi = 60,000.0 Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: Swenson Say Faget All Rights Reserved Seattle, WA 98121 wwW.RefpbPSr7Aom Footing Dimensions & Strengths I 1 SSF pr SWENSON say rac(T 2124 Third Ave, Suite 100 Seattle, WA Title : iFly Plenum Retaining Wall Job # Dsgnr: EBG Description.... Retain Pro 9 0 1989 - 2009 Ver: 9.09 8119 Registration #: RP -1125765 RP9.09 Licensed to: Swenson Say Faget Page: Date: AUG 5,2010 This Wall in File: c:ldocuments and settingslegibsonlmy do Cantilevered Retaining Wall Design Code: IBC 2006 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe 27.83 ft 1.00 28.83 15.00 in 0.00 in 12.00 in 0.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 0 Mu' : Upward = 0 Mu' : Downward = 0 Mu: Design = 27,364 Actual 1 -Way Shear = 93.38 Allow 1 -Way Shear = 94.87 Toe Reinforcing = # 9 @ 12.25 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 1 Heel 2,645 psf 0 ft-# 0 ft-# 0 ft-# 0.00 psi 0.00 psi Toe: #4@ 4.50 in, #5@ 7.00 in, #6@ 9.75 in, #7@ 13.25 in, #8@ 17.50 in, #9@ 22.0 Heel: Not req'd, Mu < S * Fr Key: Slab Resists Sliding - No Force on Key _Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 4,568.9 4.75 Surcharge over Heel = Toe Active Pressure = -35.2 0.42 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 500.0 3.25 Load @ Stem Above Soil = 21,702.3 -14.6 1,625.0 Total = 5,033.8 O.T.M. = 23,312.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 11.36 17, 895.6 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component 1 1 1 1 1 RESISTING Force Distance Moment lbs ft ft-# = 28.83 4,050.0 28.33 114,736.5 5,890.0 28.33 166,863.7 2,550.0 28.33 72,241.5 5,405.6 14.42 77,922.1 Total = 12,005.6 lbs R.M.= 264,900.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software GI 2009 HBA Publications. Inc. All Rights Reserved Seattle, WA 98121 Licensed to: Swenson Say Faget www.Re63bP571om 1 1 1 1 1 1 1 1 1 1 1 Footing Design Based on ACI 318-05, IBC 2006, ASCE 7-05 Footing Type= AO Allowable Soil Pressure= 2000 PSF fc= 3000 psi Footing Criteria PDL+LL B B W t PDL PLL Col Dim Reinforcement Shc DI fiolu d<1in (int EA WAY) 4 4 12 4.1 12.1 4 1.28 Soil Pressure Check Pressure = 1.01 KSF <= Allowable, OK One -Way Shear Check gs Trib Area d Vu OVn (PSF) (SF) (in) (k) (k) 1.52 5 9 7.59 35.49 mVn > Vu, OK Two -Way Shear Check Trib Area Vu bo B bold as Vc/(fcbod) (Mk (SF) (k) (in) (k) 14.83 22.50 52 0.333333 5.78 40 4 76.90025 PVn > Vu, OK Reinforcement Check Mu Rn p pqross pmin Ast reqd Use Ast (k -ft) (psi) (int) (in2) 10.20 34.98 0.00059 0.0004 0.0018 1.04 1.28 Ast>Ast Req'd, OK Concrete Strain a c Et 0.627 0.738 0.034 >.004, OK SWENSON SAY FAGET A STAUCTURAi:.E11GINEERSNG CORPORAT.{ON 2124 Third Avenue. Ste. io0 Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Design Summary Soil Pressure -- One-Way Shear -- Two-Way Shear -- Reinforcement -- Concrete Strain -- 7 of 571 Footing Design Based on ACI 318-05, IBC 2006, ASCE 7-05 Footing Type= OB Allowable Soil Pressure= 2000 PSF fc= 3000 psi Footing Criteria PDL+LL B B W t PDL PLL Col Dim Reinforcement Lftt lftl in in (int EA WAY) 2 2 10 2.5 2.5 4 0.6 Soil Pressure Check Pressure = 1.25 KSF <= Allowable, OK One -Way Shear Check gs Trib Area d Vu OVn (PSF) (SF) (in) (k) (k) 1.75 0.83333 7 1.46 13.80 OVn > Vu, OK Two -Way Shear Check Trib Area Vu bo B bo/d as Vc/ fcbod OW (SF) (k) (in) (k) 3.16 5.53 44 0.333333 6.29 40 4 50.60956 OVn > Vu, OK Reinforcement Check Mu Rn p pgross pmin Ast read Use Ast (k -ft) (psi) (int) (in2) 1.22 13.78 0.00023 0.0002 0.0018 0.43 0.6 Ast>Ast Req'd, OK Concrete Strain a c Et 0.588 0.692 0.027 >.004, OK SWENSON SAY FAGET A' STR UCTURA4 EfiGINEERING CORPORATION 2124 Third Avenue. Ste. loo Seattle, WA 98121 T 206. 443. 6212 F 206. 443.4870 Design Summary Soil Pressure -- One-Way Shear -- Two-Way Shear -- Reinforcement -- Concrete Strain -- 8 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STEL &Art DE '6,J - B. 1s !.Faro coy /elos A-E/Z-5 ME .DiFO /A/ SL y VEArrLA cA L C VLfz7 I S (A7T7*c,4 Q ov A PPP•AJ P ►X ) O t3 S Eev, -r i o.,v 1A a c kG TYP BM $ETwE&ry 6210 AA —A /Y - 8'x SSP- F - �6� #� ��L �'� IcoeSF 4,4:5 *'- DL r( 1 1 j ` 1+ x] Gl�P2 (tsy (_ _k- 4- /Vim Arc Q Z 3 to `T�^r w 1 — h{ t13 I = 8�.� = / 7. y A/"14 = , ci x _Sox 5) k /7, y 731 F 65. 11//f2_ ‘S.a te--A - 3 Qt. I MAS .y3" - ,4a. WIZ "? (S 01‹ k_ I gM GA/ P /i ,1 B -C. 3 `No2. F H /Zoo(' Qv61..G.0 2 atin iczai Gv o = 71)(261'5F = Z 3 �. , toLL _ 91,(25 errs Z25- - M Ax = 2 7. B k -- 'rn- L-412 Ortahi.` 3)• t ``"1 (s e ABovf c Lt.1 k l� = , qte z- ow_ .C._.� wi2K tt 150.k iMI Ti SWOET A STRUCTURALENSENGINEERING NSAYFAGCORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Pt - Project ,te /6/3/!o Date Proj. No. Design Sheet STE IL gm DESS G t./ ('c o ,,.r, ) Lbw PczF B riwf f,j 6a i P AA -A Jt CAJ °I 1Y 2.6 PS?:.23y A /o 14 J 13 le - 1 a• 712 ‘01 w — t aiLL = q xZ S-PSF ti 3 T 3o, -13t" z= 6.37 Zn L. = , Yti" y331 a o & �C xIa /Sa .,, /e-, 9 # > AM " raSWENSON SAY FAGOT A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206 "N3.4870 Tacoma.' 934 Broadway Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 Project top //v Date Prof. No. Desi$o 10 of 571 Sheet 1 1 1 S r ,2Y w6161-0 S 0180v Div 111 H RooF - 33C), Sr x 21 Ps& — s SRV" c Er 44 - 3 33c. sT x 36 PSF IoW Rom - 4/750si x 15P -C oBs ee vr9-Tlary p c k- 55 0--0 sF x 0 Ps f A go vE GRta)E i,.i EI 6a 7 SEISMIC CR1Ti4 USE G-RauF m / TE=/, U� So/Ls SIM cL4SS E SS - /,113 S, - of y9 s,,ts /129 s/.4,--.1)./8 6q` Sos= 0.86 Sp, = 0,78 To = o,i8 T =0.70 q LArER4L SysTE,4 = SPg'4.09 L GoNcF_it-/ZILA L• R 6 � = Z cc = 5 �?u r vALEN r LATERA l._. O CEioxik E cs: cps ,06 o=/3 RA GA 0 Gr nnX _ . 01 (6a75- 0,9654-c see SPI ,7a 5 MAX '�"� C R/�) y6 % - 0,283 > CS Nor cro,vr/o LL/ i VMse - Gs V , di/3 (6 / q k) 1 0 o1 ic (iSootw/,p) raSWOFAGET A STRUCTURALENSENGINEERINGNSAY CORPORATION Seattle. 2124 Third Avenue • Suite 100 Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 It — rt -y Project q /3°/+d Dale Prof. No. Design 11 of 571 Sheet Wind Design Loads (ASCE 7-05) Section 6.5 Basic Wind Speed, V Importance Factor, lw Fxposure Category Topographic Fffect, Kzt Directionality Factor, Kd Gust Fffect, G - nclosure Classification Enclosed Height KZ q= 0-15 0.57 9.0 15-20 0.62 9.8 20-25 0.67 10.5 25-30 0.70 11.0 31-40 0.76 11.9 41-50 0.81 12.7 51-60 0.85 13.4 61-70 0.89 14.0 Component Cp Walls Windward 0+. Leeward O. Roof Windward 1 Windward 2 0a Leeward 0, rajSWENSON SAY FAGOT A STRUC7UNAI. ENGINEERING CORPORATION 2124 Third Avenue . Suite 100 . Seattle . WA 98121 www. swensonsayfaget.com Office: - 208.443.6212 Fax: 206.443.4870 Building Height 66_ ft Roof Slope = 0 :12 Roof Angle = 0.0 deg Building Pr Height 1 Pwalls (psf) 0-15 12.1 15-20 12.6 20-25 13.1 25-30 13.4 31-40 14.1 41-50 14.6 51-60 15.0 61-70 15.5 Proof (psf) PW1. PW2 PL PH 4.2 1.8 7.1 8.9 Date: Project #: Design: Sheet 9/30/2010 EBG 12 of 571 W!A11 L0AOfnlC— NoR-So t t/ S'&710-, -�— 1/400 F \I SaVICE V Ol °Eck Z5Z $Fx 1SSpPF 58tsF /S0PSFr 8, Bk. 66DaSf k l3Y PST-- a a L/7t sr- x /24p5r- = �• a � 1/ k eASf .s _ Z6, 7 YRzooF ; • 783sr,, 15.SJf )Z.rK vsfevt6 ) 235F)1/4 /5.oPsf= 27. qk Vtow1.0,f 185vtsr. 13.4PsF. Z'1.9 V bs p ' 11710 3sf, IZ.61'5F^ )771( ` BAS E -w = SZ,6 SEtni < C CvrvTRo t,,S BOTH 13(R x(7-1 ofv S K r�SWOO A STRUCTURALENSENGINEERINGNSAYFAGCORPOTRATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206-443. 6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Td: 253.284.9470 Fax: 253.284.9471 FLY Project c(/ "1'' Date Proj. No. Des 13 of 571 Sheet C I-1 Gt kC rR Am E PR IF -1- )(- F'T )(- I)reEcr10,1 (Casr- i Sr) X =.Z7 x Cd (5): ).35 If Q4 25 e9 c ,ce , 2211 X WO ` )11°" A ',45" ALL < Qo K IW x -/),6661-"v✓ 1(- D r 2 Ecrici ("ra Sc5Z11-1 4 3 7. 5,6 if AN z 0" = k cd (5 Xe y Qt ZY, if '� ` �, tr ,e - 0,17-4 Cg (S)=- f 85 f, A 3 : ez _ a,®3'' k Cc (S) = . /5 4z _ (3751/ S-\ d,ois" X C (s) , 07$ - 075`'1 A L. Q< 6 K iN y-D//ec.r l Ira ASS A STRUCTURALENSENGINEERINGNSAYFAGCORPORATION Seattle: 2124 Third Avenue. Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway . Suite 100 • Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 ' Project ,Qgry� Aa _ 5 61 A, = 3,a" Qa _38" 1 1 1 1 1 1 Dale Prof. No. Design 14 of 571 Sheet 1 Cf O>� cue S TAVc- u ' igr_. /, l L. uLA t`. , r t C V e7 TI C t! — USE STIFFNE1 S ..6/k I1 STOP y 1200E ,2 5" St.t o c F 273" 6 S" Lot... aoac' 150" . Zo ogs PECk /97",25_ 7 .7 Og' 0s" °/h . o0 26 d0Z5 0005 —> cff£.C/C IF 4/h OF AAP( .gro Y <- .7 ° 53oRY A,�' I r/ PE ,o4 , S '/i Av&(3) Srorti'S /44oV. Jq//1i ] O k ro R ALL LEVELS Ala TY Pn l Q L �1 C l-1Ctc 1r AiJY 57-o/1' (A/6/C,1u r )150/, AiDJA ,,jT 0 TY PE I At r y (mss pLck. ) /SoY. Low (Loop= Bvr /zoos IS .xCf,nTE CS T YP.E. 3 (1-FotJt ore,,. eQvI4-�. LI/L'sJ --� 7 fPE y ,Exr s'T s• (EoAteo SsteAA . L'> sf46Af PANEL PE'S/6 4 imcLvo es J20 r'4-cr c2 'P t o4 $ r .� wj No -.4 &E `5 /.51 1--' SEE STEFc_. IDES' 6N OVT Pori NC, LAT 4.L (Ltt1 E,i PP5'J6fv Rime 1 LESS Tl4ArJ A THAT' of P4- Rai l,J SToIN A (3&VE rr SWENSON SAY FACGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 r Tacoma: 934 Broadway • Sulte 100 . Tacoma • WA 98042 Tel: 253.284.9470 Fax: 253.284.9471 F'( Project Io/6i/0 Date Proj. No. Design 15 of 571 Sheet Q4 k. STRuc.T1,6AL. //226'6'4,Z -Aa 0475 (GcAJr.) Z k s CHEck 5ERVIct L6w R.04- 08C, iF Q�w� > 1. Zk.1�Ave.- F� P/aicrIQ , E S ro bt L> TYPE. /R1/b 1 (c/11 V km -LL G(F/+-T,,S EcCIE irIz! cT Y /A/ crk of R/G•J INcRExt-sif C.1-L&cT)& Foa-c4S Z.5/ of vs4 .moo a Dais N oT- tArs .-- EXrsTS © OBS JLck. 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No. Design 17 of 571 Sheet CNEcK SHE R P4E1:. /NrA*6lek.wpsr Lovvies LE of - rro,,.i W 1Znv Ow /on y S.Ee rr G CIfEc L DEn6"1 Use ..SL FAt' o, FoR abs Zx 467`1 g3y1`-/1 yu = Zx 6,5�^ k Po x34 " 62. 13k Lj ST-'ECs s ME LOAD iN G (Fist FrABS) 44P41-ze/ az 7: x/67)4—Itt VMArJ Y (5" 5-ECT1a,..l Pgoputt ES Name: Shapel Area: 31.20 inA2 CG: (3.099,0.457) x: 137.4 inA4 y: 6928 inA4 xy: 6.828 inA4 polar: 7065 inA4 1: 6928 inA4 2: 137,4 inA4 q'3/ 3Qz is I3/3/.2 - i J. r2: 2.099 'Won. C Zx: 45.32 inA3 Zy: 416.9 inA3 PNA: (7.694,0.457) J: 2.149 inA4 Theta: 90.06 deg Sx top: 27.42 inA3 Sx bottom: 27.56 inA3 Sy left: 301.8 inA3 Sy right: 360.4 inA3 Tx: 2.099 in Ty: 14.90 in rp: 15.05 in r1: 14.90 in ; ,L l« t o W o bS Foa. STQiSS Ad3Pe P Fat pE'FLFCr to/v LovvEgz GOA,, TA.a L, ic 1 1 1 1 raSWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443.6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 • Tacoma • WA 98042 Tel: 253 284 .9470 Fax: 253.284.9471 )‘—F c- Proj c- Project /C)/Y//0 Date Prot. No. 6, Design 18 of 571 Sheet 1 1 J RAcec FRSE G1f/AJEcrI a ivS F1Et p goLlED Corrnr€CT,OI / Bo t7- PC -A;& Fay I/xy°RACE Ttik F' ;/ c1 _L—- z .6Frx6 ,404)(Z) 66, sr I3 tort S %2 g S""/t eizAtic .6.134' 7»)S£ It/ If 13 ftcCS (Z S,ZES) Tu AST 3,371'77- T: l (/SkS-)(3.37/11) /7o Ass SYZn/S4A51 lb lASr: 5.85 ,t 2 rV 7t kit/LLD. `//tv6)(ses)F 7-°/6`` for 5 6IFa..L�r 77 - ),391/6; 5/6x56 95 /.,1 Fe* 'fYyeeE 4' _ /70 PoR 261 6Q Z AI 7-0744 y,Tor 10LT5 11 V SL / , Qo LT -S �f Z 5:i Vii-N.T Fag yYC/&,4cf Z. 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No. Design 19 of 571 Sheet 0 Stiffened Moment Connection W16x77 Beam to W12x45 Column Per AISC 358-05 Prequalified Connection Ry 1.2 hi 20.75 in Fy 50 ksi h2 18.75 in Fu 62 ksi h3 14.75 in Z 152 in3 h4 12.75 in Cpr 1.12 db 1.077181 in Mpe 10214.4 k -in Fyp 36 ksi d 16.75 in bp 10.25 in L 31 ft de 2 in L' 355.25 in pfo 2 in Vgrav 205 k -in pfi 2 in Vu 262.5054 k g 5 in Mf 12412.88 k -in s 3.579455 Fnt 113 ksi pb 2 Yp 241.1732 tp 1.259743 in tbf 0.76 Ffu 776.2904 tbw 0.455 is 0.631944 in 20 of 571 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 cJiLEc, CMV t&I4 LL COAIN i OUT OF PLAN 4Nct-kao e Low ad& 911 , S xsys J x 11 = , 8 l e 6) (6,1.005) = yI2.8 eeS 7.E.N.co ,13o1.TS 36%c – rp(ASci •7(L/12.. 866# 16.4) .t 1T0 1 S/Q� isx 5'7 !Tb N A -bo T0; 104,o 44'-7 c=1 re - , y xsnsx, X --,yI,s6)(iyrtoaft1 - 118/,6#4 FP(rt,N} `4cxl5cs = 3Lt"1 /� (1Ja7 Gn..r otLrnrG jjot.Ts ®ZY"oc .. Ip(45P .7(19'.6)kZ = 7y'444 SWOFACET A STRUCTURALENSENGINEERINGNSAY CORPORATION Seattle: 2124 Third Avenue • Suite 100 • Seattle • WA 98121 Tel: 206.443. 6212 Fax: 206.443.4870 Tacoma: 934 Broadway • Suite 100 Tacoma • WA 98042 Tel: 253.284. 9470 Fax: 253.284.9471 Protect lot e /t P Date Prot. No. (/Ut9 Design 21 of_571 Sheet %Cia—/ 41-72.-p Loi AW 0/.4fr A 1fi5 RCerieJ )tSr. e /30, .47 0.4 ,e • 0 (419 :V60 '5) • fg 4i14 ,„„-(04,0 71- 7A7v4/ .4,14 4141—D No re 00 4: rr 7,3.5,2.5"A Jaff, .74/ ivoiLto DE.5//, - e' /.fc /, 2 4) /4. payer As rir , fix. rs vt, ZA740.44 S'' "` sN 7/ya4e- X45%- 1 J •,. lion/ i s 'o , 1a -•i r 1 1 1 1 1 1 1 1 TfSWENSON FACET A STRUCTURAL ENGINEERINGSAY CORPORATION Sea !tie; 2124 Third Avenue • Suite 100 • Seattle• WA 9812 Tel: 206 .443.6212 Fax: 206.443 .4870 Tacoma: 932 Broadway • Tacoma • WA 98402 Tel: 253.284 .9470 Fax: 253.284 .9471 •Project /A/0 Date 1 f r. ETABS MODEL 3D VIEW 23 of 571 GRID 1 FRAME ELEVATION WITH MEMBER NUMBERS 24 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 AAI 1 A I 1 C W1 4X30 E STORY4 GRID 1 MEMBER SIZES RY3 RY2 RY1 25 of 571 b4 -j to 6.4..." 76b 'q '3 STC STO -1, 0 W 1 2X45 NR) colsf.3 fols-* 4). W16X77 49,9 S',5. '46. .s.4..,... 0/6 to -.4- %--,4- .,. : W16X77 co .- ,Atv ,, " : • Lo ..tt csi W12X14 #Ksv iSds .64. ei co 431- 4) 4'f:3' cv co. STO to ,4- cv i" P•c° 4°.4, 4J .-F' ' sp to BAS GRID 1 MEMBER SIZES RY3 RY2 RY1 25 of 571 I, AA 1 C •cr •t? 0.103 0 1 1 1 1 E I STORY4 1 (01v. 1 1 6 1 STORY2 1 O'Vesi STORYI 0.081 ZS. 0 0d69 0 CN1 6 • 0,> 7 .1 R„„, (PorNr $*.Z y - Z• Zo'ct • v STORY3 BASE (Po(r- 473) ) 4' ?:c5t1 26 GRID 1 STEEL DESIGN RATIOS 26 of 571 1 1 1 1 1 1 AA1 •-r• . 1 A I E STORY4 :t STQRY3 LORY2 STORY1 BASE C4 :;: C5 GRID 2 FRAME ELEVATION WITH MEMBER NUMBERS 27 of 571 5 AA ; W1OX12 W12X14 I 5 X C A ; 5 ; Lc W14X30 ! 5 ! ( E I STORY4 W27X84 W21X55 X a GRID 2 MEMBER SIZES STORY3 STORY2 STORY1 BASE 28 of 571 2 i AA 2 I 2 E --r- STORY4 0.872 oz) (11 0 STORY3 0.06> 730 0.178 SIORY2 0 STORY1 0 R AlAx (t.,0*.y) 3c`c 41k- 7t Z .15Dwi z=115e Lz7'dr GRID 2 STEEL DESIGN RATIOS BASE Rm4-, (Poir#S) 29 of 571 4 ., IA 3 ?Ai 1 0.5 A C6 C7 C22 C16 C4 C2 GRID A FRAME ELEVATION WITH MEMBER NUMBERS C26 RY4 RY3 RY2 RY1 E 30 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .;.... '+•.,a-.- asOn r..-`.>. �t..a:.� �'- .a^Ypa.ar._.:..s �.:. —t-...:aJnti�cv..-.�r....=— � .. -.-_.. ...- _- Z•raa: M. ... t 9,,,S) �9 r.. r 7 , ST( STC r• - ,',r ....,,,,s•---•,,,,,,,,---,-----• -�. .'�a a Q.. ,i^,.�•_�_:.„:, ,..1:.......,4W41.4.?, ��� �� STC BAS 1A. OS. :: r .... _ B97 j _.— _ B20 '' B19 ” Qtio dy . B312 1 850 C6 C7 C22 C16 C4 C2 GRID A FRAME ELEVATION WITH MEMBER NUMBERS C26 RY4 RY3 RY2 RY1 E 30 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 -,• ! A 1 A 1 W16X36 W16X36 1: 4 I A I W16X36 1 3 1 A 1.‘ 1 .; I. A W16X36 W16X36 i 0.61 I A RY4 1R12X45 W12*5 W8X18 1Y41 Nu, ,.<0 1?4.16X3 W16X36 co -ti. - W16X36 co ccv ciF W16X36 'rtil f‘°' 'P 16X3 ST( STC • , - LH LH W18X40 X co W18X55 co .4. X 1f lS , W18X40 HS4 /6. .f.N' - a, X6X LH LIMIOX14 S 4 X6X i NalSinri& cj X6X i ss tox X6X5 0 LH W21X55 4. x W21X62 co x F x t‘i W21X55 tiS x ss 14v X6X5 .-1 4X4X STC Vt4' cq 4? s,',F4 > co in c.4 ti A h•tx.„? cP irig FISS4X4X t J3AE Li * a A A • A GRID A MEMBER SIZES RY3 RY2 RY1 E 31 of 571 6 I A 1 i 5 1 I A I 4 I A 3 i A 1 2 1 1 . 0.5 , C-1 A I A A STORY4 GRID A STEEL DESIGN RATIOS RY3 RY2 RY1 E 32 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.005 oo 0.1 ',,A' 6 x co *30. o wc- 0 CO 6 -0. ea o 6 0.005/ co / *3 0 oa 0:.' .ry 0 f".• ..cr ce, c 0 co A; 6 STC STC e' 0.022 to iN co 6 m a Ns 6 m o v 6 0.022 .• ...4 0.017 q co — 0.016 q, iN 0.005 o in cv 0 4 $ 46 , N.,. nr (c, 7 0 co m VI 6 im min tv) 6 0.006 'it. 0 rb 0 o rC'i 0 el CV 6 STC 0.054 C'4 0 o TO. 6 gr 6 01 0 6 A 0.056 UP -- 0 cs1 a 6 AD 0.730 A GRID A STEEL DESIGN RATIOS RY3 RY2 RY1 E 32 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 (3 1 4 1-- .- 1 5 -- 15 T T T (0.5 1 . n IAA') (A) (C I I E ) T T i 13 1- 1_r Y >x OBSERVATION DECK LOW ROOF (ATAI 1 A 2'1— (3 (4 `6 Y A > x. SERVICE LEVEL IAA) I A ) - Y T I0.5 1--- 1 F — (5)h ,C1 E J x -- HIGH ROOF LEVEL DIAPHRAGM EXTENTS 33 of 571 ETABS SUMMARY REPORT PRINTOUT ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 1 STORY DATA STORY STORY4 STORY3 STORY2 STORY1 BASE SIMILAR TO None None None None None ETABS v9.5.0 File:MODEL STATIC LOAD STATIC CASE DEAD LIVE EQX EQY EQXECC EQYECC CASE TYPE DEAD LIVE QUAKE QUAKE QUAKE QUAKE ETABS v9.5.0 File:MODEL AUTO SEISMIC Case: EQX AUTO SEISMIC INPUT DATA HEIGHT 168.000 282.000 150.000 192.000 Units:Kip-in CASES AUTO LAT LOAD N/A N/A IBC2006 IBC2006 IBC2006 IBC2006 Uhits:Kip-in ELEVATION 792.000 624.000 342.000 192.000 0.000 October 7, 2010 10:30 PAGE 2 SELF WT MULTIPLIER 0.2000 0.0000 0.0000 0.0000 0.0000 0.0000 I B C 2 0 0 6 Direction: X Typical Eccentricity = 0% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS NOTIONAL NOTIONAL FACTOR DIRECTION October 7, 2010 10:30 PAGE 3 34 of 571 Sds = 0.8580g Sdl = 0.7840g T Used = 0.2855 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY STORY4 STORY3 STORY2 STORY1 FX FY FZ MX MY MZ 25.52 0.00 0.00 0.000 0.000 0.000 24.87 0.00 0.00 0.000 -5.289 -24.168 18.85 0.00 0.00 0.000 0.000 23.568 32.04 0.00 0.00 0.000 0.000 37.156 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 4 AUTO SEISMIC 13C2006 Case: EQY AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 0% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2694 sec W Used = 708.30 35 of 571 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ STORY4 0.00 25.52 0.00 0.000 0.000 0 000 STORY3 0.00 24.87 0.00 5.289 0.000 0 000 STORY2 0.00 18.85 0.00 0.000 0.000 83 952 STORY1 0.00 32.04 0.00 0.000 0.000 13 606 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 5 AUTO SEISMIC 18C2006 Case: EQXECC AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Fv = 2 . 4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2855 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES 36 of 571 STORY FX FY FZ MX MY MZ STORY4 25.52 0.00 0.00 0.000 0.000 -1609.488 STORY3 24.87 0.00 0.00 0.000 -5.289 -1072.294 STORY2 18.85 0.00 0.00 0.000 0.000 -1292.141 STORY1 32.04 0.00 0.00 0.000 0.000 -2229.468 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 6 AUTO SEISMIC I B C 2 0 0 6 Case: EQYECC AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.028 (in feet units) x = 0.8 Top Story: STORY4 Bottom Story: BASE R = 6 I = 1 Ss = 1.43g S1 = 0.49g TL = 6 Site Class = E Fa = 0.9 Flt = 2.4 hn = 792.000 (Building Height) AUTO SEISMIC CALCULATION RESULTS Sds = 0.8580g Sdl = 0.7840g T Used = 0.2694 sec W Used = 708.30 ✓ Used = 0.1430W = 101.29 K Used = 1.0000 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ STORY4 0.00 25.52 0.00 0.000 0.000 499.232 STORY3 0.00 24.87 0.00 5.289 0.000 472.599 STORY2 0.00 18.85 0.00 0.000 0.000 608.676 STORY1 0.00 32.04 0.00 0.000 0.000 917.569 37&571 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 7 MASS SOURCE DATA MASS FROM Loads MASS LOAD DEAD LATERAL LUMP MASS MASS ONLY AT STORIES Yes Yes SOURCE LOADS MULTIPLIER 1.0000 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 8 DIAPHRAGM MASS DATA STORY STORY4 STORY3 STORY2 STORY1 DIAPHRAGM D1 D1 D1 D1 MASS -X MASS -Y 2.010E-01 2.010E-01 2.416E-01 2.416E-01 3.387E-01 3.387E-01 1.039E+00 1.039E+00 MMI 3.556E+04 2.147E+04 5.852E+04 2.019E+05 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 ASSEMBLED POINT MASSES STORY STORY4 STORY3 STORY2 STORY1 BASE Totals UX UY UZ RX X -M 369.600 369.600 226.631 241.461 PAGE 9 RY 2.010E-01 2.010E-01 0.000E+00 0.000E+00 0.000E+00 2.487E-01 2.487E-01 0.000E+00 0.000E+00 0.000E+00 3.439E-01 3.439E-01 0.000E+00 0.000E+00 0.000E+00 1.041E+00 1.041E+00 0.000E+00 0.000E+00 0.000E+00 5.297E-02 5.297E-02 0.000E+00 0.000E+00 0.000E+00 1.888E+00 1.888E+00 0.000E+00 0.000E+00 0.000E+00 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 10 CENTERS OF CUMULATIVE MASS & CENTERS DITY STORY LEVEL STORY4 STORY3 STORY2 STORY1 Y -M 630.600 630.600 666.899 725.294 RZ 3.556E+04 2.147E+04 5.852E+04 2.019E+05 0.000E+00 3.174E+05 OF RIGI DIAPHRAGM / CENTER OF MASS //--CENTER OF RIGIDITY--/ NAME MASS ORDINATE -X ORDINATE -Y ORDINATE -X ORDINATE -Y D1 D1 D1 D1 2.010E-01 4.426E-01 7.813E-01 1.821E+00 369.600 369.600 307.622 269.853 630.600 259.436 630.600 272.197 646.336 8.956 691.410 9.657 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 11 MODAL PERIODS AND FREQUENCIES MODE NUMBER Mode 1 Mode 2 PERIOD (TIME) 0.28552 0.26937 FREQUENCY (CYCLES/TIME) 3.50240 3.71239 630.727 630.844 630.699 657.987 CIRCULAR FREQ (RADIANS/TIME) 22.00626 23.32562 38 of 571 Mode 3 Mode 4 Mode 5 Mode 6 Mode 7 Mode 8 Mode 9 Mode 10 Mode 11 Mode 12 0.18561 0.16838 0.13983 0.10750 0.07713 0.07074 0.07073 0.05922 0.05646 0.04675 5.38757 5.93880 7.15152 9.30272 12.96569 14.13606 14.13876 16.88706 17.71298 21.39111 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 12 MODAL PARTICIPATING MASS RATIOS 33.85112 37.31458 44.93434 58.45072 81.46581 88.81950 88.83648 106.10454 111.29395 134.40434 MODE X -TRANS Y -TRANS Z -TRANS RX-ROTN RY-ROTN RZ-ROTN NUMBER %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> %MASS <SUM> Mode 1 0.05 < 0> Mode 2 15.00 < 15> Mode 3 0.03 < 15> Mode 4 38.93 < 54> Mode 5 0.01 < 54> Mode 6 21.98 < 76> Mode 7 0.03 < 76> Mode 8 0.00 < 76> Mode 9 0.01 < 76> Mode 10 1.04 < 77> Mode 11 0.01 < 77> Mode 12 0.02 < 77> 55.05 < 55> 0.19 < 0> 0.00 < 0> 0.42 < 0> 95.94 < 96> 0.08 < 55> 31.27 < 31> 0.00 < 0> 75.19 < 76> 0.45 < 96> 1.95 < 57> 0.00 < 31> 0.00 < 0> 0.01 < 76> 0.04 < 96> 0.87 < 58> 0.00 < 31> 0.00 < 0> 3.43 < 79> 0.04 < 96> 40.87 < 99> 0.05 < 32> 0.00 < 0> 0.01 < 79> 3.29 <100> 0.81 <100> 12.08 < 44> 0.00 < 0> 1.87 < 81> 0.10 <100> 0.00 <100> 0.21 < 44> 0.00 < 0> 0.07 < 81> 0.00 <100> 0.00 <100> 0.00 < 44> 0.00 < 0> 0.00 < 81> 0.00 <100> 0.00 <100> 0.00 < 44> 0.00 < 0> 0.00 < 81> 0.00 <100> 0.00 <100> 0.77 < 45> 0.00 < 0> 0.64 < 82> 0.00 <100> 0.36 <100> 0.01 < 45> 0.00 < 0> 0.00 < 82> 0.14 <100> 0.00 <100> 0.03 < 45> 0.00 < 0> 0.01 < 82> 0.00 <100> ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 13 MODAL LOAD PARTICIPATION RATIOS (STATIC AND DYNAMIC RATIOS ARE IN PERCENT) TYPE NAME STATIC DYNAMIC Load DEAD 0.0000 0.0537 Load LIVE 0.0000 0.0000 Load EQX 99.9999 99.9897 Load EQY 99.6739 81.6405 Load EQXECC 99.9980 99.7773 Load EQYECC 99.7056 82.9657 Accel UX 99.9999 99.9949 Accel UY 97.7755 44.6235 Accel UZ 0.0000 0.0000 Accel RX 99.6739 81.6429 Accel RY 99.9999 99.9882 Accel RZ 71.6008 77.0965 39 of 571 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD DEAD LIVE EQX EQY EQXECC EQYECC ETABS v9.5.0 STORY STORY MY STORY4 4.288E+03 STORY3 1.849E+04 STORY2 2.888E+04 STORY1 4.833E+04 STORY4 2.643E-12 STORY3 6.266E-10 STORY2 9.089E-10 STORY1 1.005E-09 STORY4 4.288E+03 STORY3 1.849E+04 STORY2 2.888E+04 STORY1 4.833E+04 STORY4 1.194E-12 STORY3 5.211E-10 STORY2 9.427E-10 STORY1 1.025E-09 FX 9.793E-13 1.066E-12 - 1.013E+02 - 5.757E-13 -1.013E+02 - 6.116E-13 File:MODEL FORCES LOAD EQX EQX EQX EQX EQY EQY EQY EQY EQXECC EQXECC EQXECC EQXECC EQYECC EQYECC EQYECC EQYECC FY 3.952E-14 2.065E-14 6.974E-14 -1.013E+02 - 9.021E-14 - 1.013E+02 Units:Kip-in P FZ 7.292E+02 7.310E+02 -2.524E-12 1.192E-12 -2.507E-12 1.199E-12 MX 5.037E+05 5.077E+05 - 4.776E-10 4.833E+04 - 5.585E-10 4.833E+04 October 7, 2010 10:30 VX 1.421E-14 -2.552E+01 VY 5.806E-14 -2.887E-12 -5.040E+01 -2.688E-14 - 2.513E-12 -6.925E+01 -2.207E-14 - 2.524E-12 -1.013E+02 1.110E-16 6.974E-14 PAGE 14 MY - 1.928E+05 - 2.097E+05 -4.833E+04 -1.005E-09 -4.833E+04 - 1.025E-09 PAGE 15 T 1.609E+04 3.180E+04 4.435E+04 6.755E+04 8.926E-14 -2.552E+01 -9.433E+03 2.096E-13 -2.029E-13 -5.040E+01 -1.863E+04 1.118E-12 -4.083E-13 -6.925E+01 -2.298E+04 1.192E-12 -5.757E-13 -1.013E+02 -3.073E+04 3.553E-15 -2.552E+01 6.187E-14 - 2.698E-12 -5.040E+01 -4.182E-14 - 2.507E-12 -6.925E+01 -8.384E-14 - 2.507E-12 -1.013E+02 -9.021E-14 - 7.216E-15 1.770E+04 MZ - 6.579E-10 - 7.249E-10 6.755E+04 - 3.073E+04 7.379E+04 - 3.313E+04 MX 5.457E-12 - 7.503E-10 - 4.603E-10 -4.776E-10 4.288E+03 1.849E+04 2.888E+04 4.833E+04 1.000E-11 3.446E+04 -8.930E-10 4.833E+04 -6.172E-10 7.379E+04 -5.585E-10 3.147E-14 -2.552E+01 -9.933E+03 1.332E-14 -8.082E-14 -5.040E+01 -1.960E+04 1.156E-12 -4.439E-13 -6.925E+01 -2.448E+04 1.199E-12 -6.116E-13 -1.013E+02 -3.313E+04 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 16 STORY DRIFTS STORY DIRECTION LOAD MAX DRIFT STORY4 STORY3 STORY2 X EQX X EQX X EQX 1/3125 1/1903 1/3761 4.288E+03 1.849E+04 2.888E+04 4.833E+04 40 of 571 1 1 r 1 r i 1 i 1 1 1 1 1 1 STORY1 X EQX 1/3997 STORY4 Y EQY 1/2226 STORY3 Y EQY 1/2067 STORY2 X EQY 1/5066 STORY2 Y EQY 1/5059 STORY1 X EQY 1/6044 STORY1 Y EQY 1/7630 STORY4 X EQXECC 1/3035 STORY3 X EQXECC 1/1751 STORY2 X EQXECC 1/3387 STORY1 X EQXECC 1/3563 STORY4 Y EQYECC 1/2210 STORY3 Y EQYECC 1/2033 STORY2 X EQYECC 1/4799 STORY2 Y EQYECC 1/4861 STORY1 X EQYECC 1/5644 STORY1 Y EQYECC 1/7173 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 17 DISPLACEMENTS AT DIAPHRAGM CENTER OF MASS STORY DIAPHRAGM LOAD UX UY RZ STORY4 D1 EQX 0.2743 -0.0025 -0.00001 STORY3 D1 EQX 0.2206 -0.0023 -0.00001 STORY2 D1 EQX 0.0841 -0.0011 -0.00001 STORY1 D1 EQX 0.0458 -0.0007 0.00000 STORY4 D1 EQY 0.0001 0.2395 0.00010 STORY3 D1 EQY 0.0001 0.1662 0.00010 STORY2 D1 EQY -0.0028 0.0218 0.00008 STORY1 D1 EQY -0.0038 0.0121 0.00004 STORY4 D1 EQXECC 0.2743 -0.0097 -0.00004 STORY3 D1 EQXECC 0.2206 -0.0085 -0.00004 STORY2 D1 EQXECC 0.0846 -0.0039 -0.00002 STORY1 D1 EQXECC 0.0465 -0.0025 -0.00001 STORY4 D1 EQYECC 0.0001 0.2422 0.00011 STORY3 D1 EQYECC 0.0001 0.1685 0.00011 STORY2 D1 EQYECC -0.0030 0.0229 0.00008 STORY1 D1 EQYECC -0.0040 0.0127 0.00004 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:30 PAGE 18 STORY MAXIMUM AND AVERAGE LATERAL DISPLACEMENTS STORY LOAD DIR MAXIMUM AVERAGE RATIO STORY4 EQX X 0.2780 0.2743 1.013 STORY3 EQX X 0.2231 0.2206 1.011 STORY2 EQX X 0.0879 0.0843 1.043 STORY1 EQX X 0.0480 0.0458 1.049 STORY4 EQY Y 0.2581 0.2395 1.078 STORY3 EQY Y 0.1847 0.1662 1.112 STORY2 EQY Y 0.0483 0.0262 1.842 STORY1 EQY Y 0.0252 0.0137 1.833 STORY4 EQXECC X 0.3022 0.2743 1.102 STORY3 EQXECC X 0.2381 0.2206 1.080 STORY2 EQXECC X 0.0982 0.0853 1.151 STORY1 EQXECC X 0.0539 0.0463 1.163 STORY4 EQYECC Y 0.2634 0.2422 1.088 STORY3 EQYECC Y 0.1897 0.1685 1.126 STORY2 EQYECC Y 0.0510 0.0276 1.851 STORY1 EQYECC Y 0.0268 0.0145 1.843 41 of 571 ETABS v9.5.0 File:MODEL Units:Kip-in October 8, 2010 14:07 PAGE 2 LOADING COMBINATIONS COMBO COMBO TYPE CASE CASE SCALE TYPE FACTOR DSTLS1 ADD DEAD Static 1.4000 DSTLS2 ADD DEAD Static 1.2000 LIVE Static 1.6000 DSTLS3 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQX Static 1.3000 DSTLS4 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQX Static -1.3000 DSTLS5 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQY Static 1.3000 DSTLS6 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQY Static -1.3000 DSTLS7 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQXECC Static 1.3000 DSTLS8 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQXECC Static -1.3000 DSTLS9 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQYECC Static 1.3000 DSTLS10 ADD DEAD Static 1.3720 LIVE Static 1.0000 EQYECC Static -1.3000 DSTLS11 ADD DEAD Static 1.3720 EQX Static 1.3000 DSTLS12 ADD DEAD Static 1.3720 EQX Static -1.3000 DSTLS13 ADD DEAD Static 1.3720 EQY Static 1.3000 DSTLS14 ADD DEAD Static 1.3720 EQY Static -1.3000 DSTLSI5 ADD DEAD Static 1.3720 EQXECC Static 1.3000 DSTLS16 ADD DEAD Static 1.3720 EQXECC Static -1.3000 DSTLS17 ADD DEAD Static 1.3720 EQYECC Static 1.3000 DSTLS18 ADD DEAD Static 1.3720 EQYECC Static -1.3000 DSTLS19 ADD DEAD Static 0.7280 EQX Static 1.3000 DSTLS20 ADD DEAD Static 0.7280 EQX Static -1.3000 DSTLS21 ADD DEAD Static 0.7280 EQY Static 1.3000 DSTLS22 ADD DEAD Static 0.7280 EQY Static -1.3000 DSTLS23 ADD DEAD Static 0.7280 EQXECC Static 1.3000 DSTLS24 ADD DEAD Static 0.7280 EQXECC Static -1.3000 42 of 571 1 1 1 1•. ETABS v9.5.0 File:MODEL Units:Kip-in October 8, 2010 14:07 PAGE 3 COMBO CASE SCALE COMBO TYPE CASE TYPE FACTOR DSTLS25 ADD DEAD Static 0.7280 EQYECC Static 1.3000 DSTLS26 ADD DEAD Static 0.7280 EQYECC Static -1.3000 DSTLD1 ADD DEAD Static 1.0000 DSTLD2 ADD DEAD Static 1.0000 LIVE Static 1.0000 43 of 571 Model ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:51 PAGE 1 STEEL CODE PREFERENCES Steel Design Code : AISC360-05/IBC2006 Time History Type : Step -by -Step Frame Type : SCBF Seismic Design Category : D Importance Factor : 1. System Rho : 1.3 System Sds : 0.86 System R : 6. System Omega0 : 2. System Cd : 5. Design Provision : LRFD Design Analysis Method : Direct Analysis second Order Analysis Method : General 2nd Order Stiffness Reduction Method : Tau -b Fixed Phi(Bending) : 0.9 Phi(Compression) : 0.9 Phi(Tension-Yielding) : 0.9 Phi(Tension-Fracture) : 0.75 Phi(Shear) : 0.9 Phi(Shear Rolled I) : 1. Phi(Shear-Torsion) : 0.9 Ignore Seismic Code? : No Ignore Special Seismic Load? : No Is Doubler Plate Plug welded? : Yes HSS Welding Type : ERW Reduce HSS Thickness? : No Consider Deflection? : Yes Deflection Check Type : Both DL Limit, L / : 120 Super DL+LL Limit, L / : 120 Live Load Limit, L / : 360 Total Load Limit, L / : 240 Total --Camber Limit, L/ : 240 DL Limit, abs : 1 Super DL+LL Limit, abs : 1 Live Load Limit, abs : 1 Total Load Limit, abs : 1 Total --Camber Limit, abs : 1 Pattern Live Load Factor : 0.75 Stress Ratio Limit : 0.95 Maximum Auto Iteration : 1 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:51 PAGE 2 COLUMN STEEL STRESS CHECK ELEMENT INFORMAT I 0 N (AISC360-05/IBC2006) STORY COLUMN SECTION K K LEVEL LINE ID MINOR LTB STORY4 C2 W8X18 1.000 1.020 STORY3 C2 W12X45 1.000 1.234 FRAMING RLLF L_RATIO L_RATIO L_RATIO K TYPE FACTOR MAJOR MINOR LTB MAJOR SCBF 1.000 1.000 1.000 1.000 1.000 SCBF 0.955 1.000 1.000 1.000 1.000 Page 1 44 of 571 1 1 1 1 1 1 1 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 STORY2 1.480 STORYI 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORYI 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORYI 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORY1 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORYI 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORYI 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORY1 1.000 STORY4 1.020 STORY3 1.234 STORY2 1.480 STORY1 1.000 STORY3 1.000 STORY3 c2 w12x45 C2 W12x45 c3 w8x18 c3 w12x45 C3 W12x45 c3 w12x45 C4 w8x18 c4 w12x45 C4 w12x45 c4 w12x45 C5 w8x18 c5 w12x45 c5 W12x45 c5 w12x45 C6 w8x18 C6 w12x45 c6 w12x45 c6 W12X45 C7 w8x18 C7 W12x45 C7 w12x45 C7 W12X45 C8 W8X18 C8 W12X45 C8 w12x45 c8 w12x45 C9 w8x18 C9 W12x45 C9 w12x45 c9 w12x45 C9-1 W10X49 C11-1 W10X49 Model SCBF 0.783 1.000 1.000 SCBF 0.662 1.000 SCBF 1.000 1.000 SCBF 0.955 1.000 SCBF 0.877 1.000 SCBF 0.836 1.000 SCBF 0.926 1.000 SCBF 0.905 1.000 SCBF 0.704 1.000 SCBF 0.513 0.892 SCBF 0.925 1.000 SCBF 0.893 1.000 SCBF 0.804 1.000 SCBF 0.721 1.000 SCBF 1.000 1.000 SCBF 0.946 1.000 SCBF 0.820 0.890 SCBF 0.762 1.000 SCBF 0.927 1.000 SCBF 0.908 1.000 SCBF 0.715 1.000 SCBF 0.530 1.000 SCBF 0.924 1.000 SCBF 0.890 1.000 SCBF 0.794 1.000 SCBF 0.713 1.000 SCBF 1.000 1.000 SCBF 0.957 1.000 SCBF 0.894 1.000 SCBF 0.885 1.000 SCBF 1.000 1.000 SCBF 1.000 1.000 Page 2 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.892 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.892 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.167 0.167 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 45 of 571 1.000 1.000 STORY3 c13-1 w10x49 1.000 1.000 STORY3 c15-1 W10X49 1.000 1.000 STORY3 c17-1 W10x49 1.000 1.000 STORY3 C19-1 W10X49 1.000 1.000 STORY3 c21-1 w10x49 1.000 1.000 STORY3 c23-1 W10X49 1.000 1.000 STORY4 c16 w8x48 1.000 1.000 STORY3 c16 w8x48 1.000 1.000 STORY2 c16 w8x48 1.000 1.000 STORY1 c16 w8x48 1.000 1.000 STORY4 C22 w8x48 1.000 1.000 STORY3 c22 W8x48 1.000 1.000 STORY2 c22 w8x48 1.000 1.000 STORYl C22 w8x48 1.000 1.000 STORY4 C24 w8x48 1.000 1.000 STORY3 C24 W8x48 1.000 1.000 STORY2 C24 W8X48 1.000 1.000 STORY]. C24 W10x49 1.000 1.000 STORY4 c25 w8x48 1.000 1.000 STORY3 c25 w8x48 1.000 1.000 STORY2 C25 W8x48 1.000 1.000 STORY1 C25 W10x49 1.000 1.000 STORY2 c26 HSS4X4X14 1.000 1.000 STORY]. c26 HSS4X4X14 1.000 1.000 STORY]. c28 HSS4X4x14 1.000 1.000 Model SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 1.000 1.000 0.167 0.167 1.000 SCBF 0.799 0.905 1.000 1.000 1.000 SCBF 0.478 1.000 1.000 0.170 1.000 SCBF 0.400 1.000 1.000 0.167 1.000 SCBF 0.400 1.000 1.000 1.000 1.000 SCBF 0.799 1.000 1.000 0.167 1.000 SCBF 0.478 0.942 1.000 1.000 1.000 SCBF 0.400 1.000 1.000 0.167 1.000 SCBF 0.400 1.000 1.000 1.000 1.000 SCBF 0.799 0.905 0.167 0.167 1.000 SCBF 0.478 0.942 0.170 0.170 1.000 SCBF 0.400 0.880 0.167 0.167 1.000 SCBF 0.400 0.892 0.000 0.000 1.000 SCBF 0.799 0.905 0.167 0.167 1.000 SCBF 0.478 0.942 0.170 0.170 1.000 SCBF 0.400 0.880 0.167 0.167 1.000 SCBF 0.400 0.892 0.170 0.170 1.000 SCBF 1.000 0.934 0.500 0.500 1.000 SCBF 0.958 0.929 0.500 0.500 1.000 SCBF 1.000 0.929 0.500 0.500 1.000 ETABS v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:51 PAGE 3 BEAM STEEL STRESS CHECK ELEMENT I N FORMAT 10 N (AISC360-05/IBC2006) STORY BEAM SECTION K K LEVEL BAY ID MINOR LTB FRAMING RLLF L_RATIO L_RATIO L_RATIO K TYPE FACTOR MAJOR MINOR LTB MAJOR STORY4 B1 W14x30 SCBF 0.756 0.979 0.500 1.000 1.000 Page 3 46 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Model 1.000 1.000 STORY3 81 w27x84 SCBF 1.000 0.485 0.540 0.540 1.000 1.000 1.000 STORY2 B1 w21x55 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORYI B1 W16X77 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B2 W14X30 SCBF 0.756 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B2 w27x84 SCBF 1.000 0.485 0.540 0.540 1.000 1.000 1.000 STORY2 B2 w21x55SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORYI B2 w16x77 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B3 w14x30 SCBF 0.906 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B3 W10X33SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY2 B3 w16x77 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY1 B3 w16x67 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B4 w14x30 SCBF 0.906 0.979 0.500 1.000 1.000 1.000 1.000 STORY3 B4 w10x33 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY2 B4 w16x77 SCBF 1.000 0.969 0.969 0.969 1.000 1.000 1.000 STORY1 B4 w16x67 SCBF 1.000 0.485 0.969 0.969 1.000 1.000 1.000 STORY4 B5 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 85 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 B5 HSS12X6X516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY1 B5 HSS12X6X516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B6 w16x36 SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 B6 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 B6 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORYI B6 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B7 W16x36SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY3 B7 w16x36SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY2 B7 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORYI B7 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY4 B8 w16x36SCBF 1.000 0.973 0.973 0.973 1.000 1.000 1.000 STORY2 B8 HSS12X6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORYI B8 HSS12x6x516L SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 STORY3 B9 w16x36 SCBF 1.000 0.959 0.959 0.959 1.000 1.000 1.000 Page 4 47 of 571 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ETABS STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 811 B12 B13 814 B15 816 B17 818 B41 B42 843 B44 B45 B46 B47 B48 HSS12x6x516L HS512X6X516L HSS12X6X516L HSS12X6x516L W16x77 w16x77 w16x77 w16x77 2L4X4X14 2L4X4X14 2L4X4X14 2L4x4x14 2L4X4X14 2L4x4X14 2L4X4X14 2L4x4x14 Model SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.847 0.847 0.847 0.847 1.960 1.960 1.960 1.960 1.960 1.960 1.960 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.540 0.540 0.540 0.540 0.540 0.540 0.540 1.000 v9.5.0 File:MODEL Units:Kip-in October 7, 2010 10:51 PAGE 4 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.540 0.540 0.540 0.540 0.540 0.540 0.540 0.540 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 BRACE STEEL STRESS CHECK ELEMENT INFORMATI 0 N (AISC360-05/IBC2006) K MINOR 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 STORY K LEVEL LTB STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 BRACE SECTION BAY ID D3 HSS4X4X14 D3 HSS4X4X14 D3 HSS4X4X14 D4 HSS4X4X14 D4 HSS4X4X14 D4 HSS4X4X14 D5 HSS4X4X14 D6 HSS4X4X14 D7 HSS4X4X14 D8 HSS4X4X14 FRAMING RLLF L_RATIO L_RATIO L_RATIO K TYPE FACTOR MAJOR MINOR LTB MAJOR SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF Page 5 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 48 of 571 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 STORY4 1.000 STORY2 1.000 STORY]. 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY4 1.000 STORY2 1.000 STORY' 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY4 1.000 STORY2 1.000 STORY1 1.000 STORY3 1.000 STORY3 1.000 STORY4 1.000 STORY2 1.000 STORY' 1.000 STORY3 1.000 STORY3 1.000 STORY3 1.000 STORY3 D9 HSS4X4X14 D9 HSS4X4X14 D9 HSS4X4X14 D10 HSS4X4X14 D10 HSS4X4X14 D10 HSS4X4X14 D11 HSS4X4X14 D12 HSS4X4X14 D13 HSS4X4X14 D14 HSS4X4X14 D15 HSS4X4X14 015 HSS4X4X14 D15 HSS4X4X14 D16 HSS4X4X14 D16 HSS4X4X14 D16 HSS4X4X14 D17 HSS4X4X14 D18 HSS4X4X14 019 HSS4X4X14 D20 HSS4X4X14 D21 HSS4X4X14 D21 HSS4X4X14 D21 HSS4X4X14 D22 HSS4X4X14 D23 HSS4X4X14 D24 HSS4X4X14 D24 HSS4X4X14 D24 HSS4X4X14 D25 HSS4X4X14 D26 HSS4X4X14 D33 HSS5.5X5.5X5 D34 HSS5.5X5.5X5 Model SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF SCBF Page 6 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 1.000 1.000 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.167 0.170 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.167 0.170 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 49 of 571 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY' 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY2 1.000 1.000 STORY1 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY' 1.000 1.000 STORY4 1.000 1.000 STORY2 1.000 1.000 STORY3 1.000 1.000 STORY3 1.000 1.000 Model D37 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D38 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D43 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D44 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D44 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D45 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D46 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D46 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D47 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D48 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D49 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D50 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D51 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D52 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D53 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D54 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D55 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D56 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D57 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D58 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D58 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D59 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D60 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D60 HSS5.5X5.5X5 SCBF 1.000 1.000 0.167 0.167 1.000 D61 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 D62 HSS5.5X5.5X5 SCBF 1.000 1.000 0.170 0.170 1.000 Page 7 50 of 571 1 1 IETABS COLUMN REACTIONS: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Story Column Load FX FY FZ MX MY MZ BASE 2 DEAD 5.39 -3.63 35.69 0 0 0 BASE 2 LIVE 6.05 -3.95 38.63 0 0 0 BASE 2 EQX -13.32 1.74 -32.24 0 0 0 BASE 2 EQY 9.33 -0.25 30.88 0 0 0 BASE 2 EQXECC -14.68 2.05 -35.4 0 0 0 BASE 2 EQYECC 9.86 -0.37 32.06 0 0 0 BASE 2 DSTLS1 7.55 -5.09 49.97 0 0 0 BASE 2 DSTLS2 16.15 -10.67 104.64 0 0 0 BASE 2 DSTLS3 -3.86 -6.67 45.69 0 0 0 BASE 2 DSTLS4 30.76 -11.19 129.51 0 0 0 BASE 2 DSTLSS 25.58 -9.26 127.74 0 0 0 BASE 2 DSTLS6 1.31 -8.61 47.46 0 0 0 BASE 2 DSTLS7 -5.64 -6.26 41.58 0 0 0 BASE 2 DSTLS8 32.54 -11.6 133.62 0 0 0 BASE 2 DSTLS9 26.26 -9.41 129.28 0 0 0 BASE 2 DSTLS10 0.63 -8.45 45.92 0 0 0 BASE 2 DSTLS11 -9.92 -2.73 7.06 0 0 0 BASE 2 DSTLS12 24.71 -7.24 90.87 0 0 0 BASE 2 DSTLS13 19.53 -5.31 89.11 0 0 0 BASE 2 DSTLS14 -4.74 -4.66 8.83 0 0 0 BASE 2 DSTLS15 -11.69 -2.31 2.95 0 0 0 BASE 2 DSTLS16 26.48 -7.65 94.99 0 0 0 BASE 2 DSTLS17 20.21 -5.46 90.65 0 0 0 BASE 2 DSTLS18 -5.42 -4.5 7.29 0 0 0 BASE 2 DSTLS19 -13.39 -0.39 -15.92 0 0 0 BASE 2 DSTLS20 21.23 -4.9 67.89 0 0 0 BASE 2 DSTLS21 16.06 -2.97 66.12 0 0 0 BASE 2 DSTLS22 -8.21 -2.32 -14.15 0 0 0 BASE 2 DSTLS23 -15.16 0.02 -20.04 0 0 0 BASE 2 DSTLS24 23.01 -5.31 72 0 0 0 BASE 2 DSTLS25 16.74 -3.13 67.66 0 0 0 BASE 2 DSTLS26 -8.89 -2.16 -15.69 0 0 0 BASE 2 DSTLD1 5.39 -3.63 35.69 0 0 0 BASE 2 DSTLD2 11.44 -7.58 74.32 0 0 0 MAX= 32.54 0.02 133.62 0 0 0 MIN= -15.16 -11.6 -20.04 0 0 0 51 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 3 DEAD -5.04 -2.28 22.25 0 0 0 BASE 3 LIVE -5.64 -2.37 22.92 0 0 0 BASE 3 EQX -13.47 -1.41 31.47 0 0 0 BASE 3 EQY 4.97 -1.6 13.58 0 0 0 BASE 3 EQXECC -14.75 -0.99 32.36 0 0 0 BASE 3 EQYECC 5.46 -1.77 13.26 0 0 0 BASE 3 DSTLS1 -7.06 -3.19 31.15 0 0 0 BASE 3 DSTLS2 -15.08 -6.52 63.37 0 0 0 BASE 3 DSTLS3 -30.08 -7.33 94.36 0 0 0 BASE 3 DSTLS4 4.96 -3.66 12.54 0 0 0 BASE 3 DSTLS5 -6.09 -7.58 71.11 0 0 0 BASE 3 DSTLS6 -19.03 -3.41 35.79 0 0 0 BASE 3 DSTLS7 -31.73 -6.78 95.52 0 0 0 - BASE 3 DSTLS8 6.61 -4.21 11.38 0 0 0 BASE 3 DSTLS9 -5.46 -7.79 70.69 0 0 0 BASE 3 DSTLS10 -19.66 -3.2 36.21 0 0 0 BASE 3 DSTLS11 -24.43 -4.96 71.44 0 0 0 BASE 3 DSTLS12 10.6 -1.29 -10.38 0 0 0 BASE 3 DSTLS13 -0.45 -5.21 48.19 0 0 0 BASE 3 DSTLS14 -13.38 -1.04 12.87 0 0 0 BASE 3 DSTLS15 -26.09 -4.41 72.6 0 0 0 BASE 3 DSTLS16 12.25 -1.84 -11.54 0 0 0 BASE 3 DSTLS17 0.19 -5.42 47.78 0 0 0 BASE 3 DSTLS18 -14.02 -0.83 13.29 0 0 0 BASE 3 DSTLS19 -21.19 -3.49 57.11 0 0 0 BASE 3 DSTLS20 13.85 0.17 -24.71 0 0 0 BASE 3 DSTLS21 2.8 -3.74 33.86 0 0 0 BASE 3 DSTLS22 -10.14 0.43 -1.46 0 0 0 BASE 3 DSTLS23 -22.84 -2.95 58.27 0 0 0 BASE 3 DSTLS24 15.5 -0.37 -25.87 0 0 0 BASE 3 DSTLS25 3.43 -3.96 33.44 0 0 0 BASE 3 DSTLS26 -10.77 0.64 -1.04 0 0 0 BASE 3 DSTLD1 -5.04 -2.28 22.25 0 0 0 BASE 3 DSTLD2 -10.68 -4.65 45.17 0 0 0 MAX= 15.5 0.64 95.52 0 0 0 MIN= -31.73 -7.79 -25.87 0 0 0 52 of 571 1 I ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 4 DEAD 4.96 2.6 43.55 0 0 0 BASE 4 LIVE 5.32 2.77 47.29 0 0 0 BASE 4 EQX -13.2 -1.67 -31.04 0 0 0 BASE 4 EQY 2.25 0.63 -9.87 0 0 0 BASE 4 EQXECC -14.03 -1.62 -32.97 0 0 0 BASE 4 EQYECC 2.57 0.61 -9.15 0 0 0 BASE 4 DSTLS1 6.94 3.64 60.98 0 0 0 BASE 4 DSTLS2 14.46 7.54 127.94 0 0 0 I BASE 4 DSTLS3 -5.03 4.16 66.7 0 0 0 BASE 4 DSTLS4 29.28 8.5 147.4 0 0 0 BASE 4 DSTLS5 15.05 7.15 94.22 0 0 0 BASE 4 DSTLS6 9.2 5.51 119.88 0 0 0 BASE 4 DSTLS7 -6.11 4.22 64.19 0 0 0 BASE 4 DSTLS8 30.36 8.44 149.91 0 0 0 BASE 4 DSTL59 15.46 7.12 95.15 0 0 0 BASE 4 DSTLS10 8.79 5.54 118.95 0 0 0 BASE 4 DSTLS11 -10.35 1.39 19.41 0 0 0 BASE 4 DSTLS12 23.96 5.74 100.1 0 0 0 BASE 4 DSTLS13 9.73 4.38 46.93 0 0 0 BASE 4 DSTLS14 3.88 2.74 72.58 0 0 0 BASE 4 DSTLS15 -11.43 1.45 16.9 0 0 0 BASE 4 DSTLS16 25.04 5.67 102.61 0 0 0 BASE 4 DSTLS17 10.14 4.35 47.86 0 0 0 BASE 4 DSTLS18 3.46 2.77 71.65 0 0 0 BASE 4 DSTLS19 -13.54 -0.28 -8.64 0 0 0 BASE 4 DSTLS20 20.76 4.06 72.06 0 0 0 BASE 4 DSTLS21 6.53 2.71 18.88 0 0 0 BASE 4 DSTLS22 0.69 1.07 44.53 0 0 0 I BASE BASE 4 DSTLS23 -14.63 -0.22 -11.15 0 0 0 4 DSTLS24 21.85 4 74.56 0 0 0 BASE 4 DSTLS25 6.95 2.68 19.81 0 0 0 I BASE BASE 4 DSTLS26 0.27 1.1 43.6 0 0 0 4 DSTLD1 4.96 2.6 43.55 0 0 0 BASE 4 DSTLD2 10.28 5.36 90.85 0 0 0 MAX= 30.36 8.5 149.91 0 0 0 MIN= -14.63 -0.28 -11.15 0 0 0 1 1 1 1 1 1 1 1 1 1 1 53 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 5 DEAD -4.68 1.41 28.04 0 0 0 BASE 5 LIVE -5 1.38 29.19 0 0 0 BASE 5 EQX -13.24 1.98 31.8 0 0 0 BASE 5 EQY 7.57 -2.4 -34.59 0 0 0 BASE 5 EQXECC -14.21 2.66 36 0 0 0 BASE 5 EQYECC 7.94 -2.66 -36.17 0 0 0 BASE 5 DSTLS1 -6.56 1.97 39.25 0 0 0 BASE 5 DSTLS2 -13.61 3.9 80.34 0 0 0 BASE 5 DSTLS3 -28.63 5.89 109 0 0 0 BASE 5 DSTLS4 5.79 0.74 26.31 0 0 0 BASE 5 DSTLS5 -1.58 0.19 22.68 0 0 0 BASE 5 DSTLS6 -21.26 6.44 112.63 0 0 0 BASE 5 DSTLS7 -29.89 6.78 114.46 0 0 0 BASE 5 DSTLS8 7.05 -0.15 20.85 0 0 0 BASE 5 DSTLS9 -1.1 -0.15 20.63 0 0 0 BASE 5 DSTLS10 -21.74 6.78 114.68 0 0 0 BASE 5 DSTLS11 -23.64 4.51 79.81 0 0 0 BASE 5 DSTLS12 10.79 -0.64 -2.88 0 0 0 BASE 5 DSTLS13 3.41 -1.19 -6.51 0 0 0 BASE 5 DSTLS14 -16.26 5.06 83.44 0 0 0 BASE 5 DSTLS15 -24.9 5.4 85.27 0 0 0 BASE 5 DSTLS16 12.05 -1.53 -8.34 0 0 0 BASE 5 DSTLS17 3.9 -1.53 -8.56 0 0 0 BASE 5 DSTLS18 -16.75 5.4 85.49 0 0 0 BASE 5 DSTLS19 -20.62 3.6 61.75 0 0 0 BASE 5 DSTLS20 13.8 -1.55 -20.93 0 0 0 BASE 5 DSTLS21 6.43 -2.1 -24.56 0 0 0 BASE 5 DSTLS22 -13.25 4.15 65.38 0 0 0 BASE 5 DSTLS23 -21.88 4.49 67.21 0 0 0 BASE 5 DSTLS24 15.06 -2.44 -26.39 0 0 0 BASE 5 DSTLS25 6.91 -2.44 -26.61 0 0 0 BASE 5 DSTLS26 -13.73 4.49 67.43 0 0 0 BASE 5 DSTLD1 -4.68 1.41 28.04 0 0 0 BASE 5 DSTLD2 -9.68 2.79 57.22 0 0 0 MAX= 15.06 6.78 114.68 0 0 0 MIN= -29.89 -2.44 -26.61 0 0 0 54 of 571 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 6 DEAD 1.74 3.46 23.71 0 0 0 BASE 6 LIVE 1.55 3.74 24 0 0 0 BASE 6 EQX -11.5 -1.57 -29.85 0 0 0 BASE 6 EQY -9.29 -0.25 -30.86 0 0 0 BASE 6 EQXECC -10.17 -1.25 -26.71 0 0 0 BASE 6 EQYECC -9.8 -0.37 -32.03 0 0 0 BASE 6 DSTLS1 2.44 4.84 33.19 0 0 0 BASE 6 DSTLS2 4.56 10.13 66.85 0 0 0 BASE 6 DSTLS3 -11.01 6.45 17.72 0 0 0 BASE 6 DSTLS4 18.89 10.52 95.34 0 0 0 BASE 6 DSTLS5 -8.14 8.16 16.42 0 0 0 BASE 6 DSTLS6 16.01 8.81 96.64 0 0 0 BASE 6 DSTLS7 -9.28 6.86 21.81 0 0 0 BASE 6 DSTLS8 17.15 10.11 91.25 0 0 0 BASE 6 DSTLS9 -8.8 8 14.89 0 0 0 BASE 6 DSTLS10 16.67 8.96 98.17 0 0 0 BASE 6 DSTLS11 -12.56 2.71 -6.28 0 0 0 BASE 6 DSTLS12 17.34 6.78 71.34 0 0 0 BASE 6 DSTLS13 -9.68 4.42 -7.59 0 0 0 BASE 6 DSTLS14 14.47 5.07 72.64 0 0 0 BASE 6 DSTLS15 -10.83 3.12 -2.2 0 0 0 BASE 6 DSTLS16 15.61 6.37 67.25 0 0 0 BASE 6 DSTLS17 -10.35 4.26 -9.11 0 0 0 BASE 6 DSTLS18 15.13 5.22 74.17 0 0 0 BASE 6 DSTLS19 -13.68 0.48 -21.55 0 0 0 BASE 6 DSTLS20 16.22 4.55 56.07 0 0 0 BASE 6 DSTLS21 -10.81 2.19 -22.85 0 0 0 BASE 6 DSTLS22 13.34 2.84 57.37 0 0 0 BASE 6 DSTLS23 -11.95 0.89 -17.46 0 0 0 BASE 6 DSTLS24 14.49 4.14 51.98 0 0 0 BASE 6 DSTLS25 -11.47 2.04 -24.38 0 0 0 BASE 6 DSTLS26 14.01 3 58.9 0 0 0 BASE 6 DSTLD1 1.74 3.46 23.71 0 0 0 BASE 6 DSTLD2 3.29 7.2 47.71 0 0 0 MAX= 18.89 10.52 98.17 0 0 0 MIN= -13.68 0.48 -24.38 0 0 0 55 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 7 DEAD 4.75 -1.81 41.32 0 0 0 BASE 7 LIVE 5.06 -1.81 44.6 0 0 0 BASE 7 EQX -12.46 1.79 -30.41 0 0 0 BASE 7 EQY -2.26 0.63 9.85 0 0 0 BASE 7 EQXECC -11.6 1.84 -28.46 0 0 0 BASE 7 EQYECC -2.59 0.61 9.12 0 0 0 BASE 7 DSTLS1 6.64 -2.53 57.84 0 0 0 BASE 7 DSTLS2 13.8 -5.06 120.94 0 0 0 BASE 7 DSTLS3 -4.62 -1.96 61.75 0 0 0 BASE 7 DSTLS4 27.77 -6.62 140.82 0 0 0 BASE 7 DSTLS5 8.64 -3.47 114.09 0 0 0 BASE 7 DSTLS6 14.52 -5.11 88.48 0 0 0 BASE 7 DSTLS7 -3.5 -1.9 64.28 0 0 0 BASE 7 DSTLS8 26.65 -6.68 138.29 0 0 0 BASE 7 DSTLS9 8.2 -3.5 113.15 0 0 0 BASE 7 DSTLS10 14.95 -5.09 89.42 0 0 0 BASE 7 DSTLS11 -9.68 -0.15 17.15 0 0 0 BASE 7 DSTLS12 22.71 -4.82 96.22 0 0 0 BASE 7 DSTLS13 3.57 -1.66 69.49 0 0 0 BASE 7 DSTLS14 9.45 -3.31 43.88 0 0 0 BASE 7 DSTLS15 -8.56 -0.09 19.68 0 0 0 BASE 7 DSTLS16 21.58 -4.88 93.69 0 0 0 BASE 7 DSTLSI7 3.14 -1.69 68.55 0 0 0 BASE 7 DSTLS18 9.88 -3.28 44.82 0 0 0 BASE 7 DSTLS19 -12.74 1.01 -9.46 0 0 0 BASE 7 DSTLS20 19.65 -3.65 69.62 0 0 0 BASE 7 DSTLS21 0.51 -0.49 42.88 0 0 0 BASE 7 DSTLS22 6.39 -2.14 17.28 0 0 0 BASE 7 DSTLS23 -11.62 1.08 -6.92 0 0 0 BASE 7 DSTLS24 18.53 -3.71 67.08 0 0 0 BASE 7 DSTLS25 0.08 -0.52 41.94 0 0 0 BASE 7 DSTLS26 6.83 -2.11 18.22 0 0 0 BASE 7 DSTLD1 4.75 -1.81 41.32 0 0 0 BASE 7 DSTLD2 9.81 -3.62 85.91 0 0 0 MAX= 27.77 1.08 140.82 0 0 0 MIN= -12.74 -6.68 -9.46 0 0 0 56 of 571 1 1 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 8 DEAD -4.78 -0.76 27.8 0 0 0 BASE 8 LIVE -5.1 -0.65 28.85 0 0 0 BASE 8 EQX -12.43 -1.19 29.36 0 0 0 IBASE 8 EQY -7.61 -2.06 34.51 0 0 0 BASE 8 EQXECC -11.43 -0.54 25.15 0 0 0 BASE 8 EQYECC -8 -2.31 36.09 0 0 0 BASE 8 DSTLS1 -6.7 -1.07 38.92 0 0 0 BASE 8 DSTLS2 -13.91 -1.95 79.52 0 0 0 BASE 8 DSTLS3 -27.83 -3.24 105.16 0 0 0 BASE 8 DSTLS4 4.5 -0.15 28.82 0 0 0 BASE 8 DSTLS5 -21.56 -4.37 111.85 0 0 0 BASE 8 DSTLS6 -1.77 0.98 22.13 0 0 0 BASE 8 DSTLS7 -26.53 -2.4 99.69 0 0 0 BASE 8 DSTLS8 3.19 -0.99 34.29 0 0 0 BASE 8 DSTLS9 -22.07 -4.69 113.91 0 0 0 BASE 8 DSTLS10 -1.27 1.3 20.08 0 0 0 BASE 8 DSTLS11 -22.73 -2.59 76.31 0 0 0 BASE 8 DSTLS12 9.6 0.5 -0.03 0 0 0 BASE 8 DSTLS13 -16.46 -3.72 83 _ 0 0 0 BASE 8 DSTLS14 3.33 1.63 -6.72 0 0 0 BASE 8 DSTLS15 -21.43 -1.75 70.84 0 0 0 BASE 8 DSTLS16 8.3 -0.34 5.44 0 0 0 BASE 8 DSTLS17 -16.96 -4.04 85.06 0 0 0 IBASE 8 DSTLS18 3.83 1.95 -8.77 0 0 0 BASE 8 DSTLS19 -19.65 -2.1 58.41 0 0 0 BASE 8 DSTLS20 12.68 0.99 -17.93 0 0 0 BASE 8 DSTLS21 -13.38 -3.23 65.1 0 0 0 BASE 8 DSTLS22 6.41 2.12 -24.62 0 0 0 BASE 8 DSTLS23 -18.35 -1.26 52.94 0 0 0 BASE 8 DSTLS24 11.38 0.15 -12.46 0 0 0 BASE 8 DSTLS25 -13.88 -3.55 67.15 0 0 0 BASE 8 DSTLS26 6.91 2.44 -26.68 0 0 0 BASE 8 DSTLD1 -4.78 -0.76 27.8 0 0 0 BASE 8 DSTLD2 -9.89 -1.41 56.65 0 0 0 MAX= 12.68 2.44 113.91 0 0 0 MIN= -27.83 -4.69 -26.68 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 57 of 571 ETABS COLUMN REACTIONS: Story Column Load FX FY FZ MX MY MZ BASE 9 DEAD -1.85 2.18 14.55 0 0 0 BASE 9 LIVE -1.66 2.24 13.35 0 0 0 BASE 9 EQX -11.73 1.89 30.91 0 0 0 BASE 9 EQY -4.94 -1.58 -13.5 0 0 0 BASE 9 EQXECC -10.49 2.31 30.02 0 0 0 BASE 9 EQYECC -5.42 -1.74 -13.18 0 0 0 BASE 9 DSTLS1 -2.59 3.05 20.37 0 0 0 BASE 9 DSTLS2 -4.87 6.2 38.82 0 0 0 BASE 9 DSTLS3 -19.45 7.69 73.49 0 0 0 BASE 9 DSTLS4 11.06 2.77 -6.87 0 0 0 BASE 9 DSTLS5 -10.62 3.17 15.76 0 0 0 BASE 9 DSTLS6 2.23 7.28 50.86 0 0 0 BASE 9 DSTLS7 -17.83 8.23 72.34 0 0 0 BASE 9 DSTLS8 9.45 2.22 -5.72 0 0 0 BASE 9 DSTLS9 -11.24 2.96 16.17 0 0 0 BASE 9 DSTLS10 2.85 7.5 50.45 0 0 0 BASE 9 DSTLS11 -17.79 5.45 60.14 0 0 0 BASE 9 DSTLS12 12.72 0.53 -20.22 0 0 0 BASE 9 DSTLS13 -8.96 0.93 2.41 0 0 0 BASE 9 DSTLS14 3.89 5.04 37.51 0 0 0 BASE 9 DSTLS15 -16.18 5.99 58.99 0 0 0 BASE 9 DSTLS16 11.1 -0.02 -19.07 0 0 0 BASE 9 DSTLS17 -9.59 0.72 2.82 0 0 0 BASE 9 DSTLS18 4.51 5.25 37.1 0 0 0 BASE 9 DSTLS19 -16.6 4.04 50.77 0 0 0 BASE 9 DSTLS20 13.91 -0.88 -29.59 0 0 0 BASE 9 DSTLS21 -7.77 -0.47 -6.96 0 0 0 BASE 9 DSTLS22 5.08 3.64 28.14 0 0 0 BASE 9 DSTLS23 -14.99 4.59 49.62 0 0 0 BASE 9 DSTLS24 12.29 -1.42 -28.44 0 0 0 BASE 9 DSTLS25 -8.39 -0.68 -6.55 0 0 0 BASE 9 DSTLS26 5.7 3.85 27.73 0 0 0 BASE 9 DSTLD1 -1.85 2.18 14.55 0 0 0 BASE 9 DSTLD2 -3.51 4.42 27.9 0 0 0 MAX= 13.91 8.23 73.49 0 0 0 MIN= -19.45 -1.42 -29.59 0 0 0 58 of 571 SKYVENTURE APPENDIX: 14R4-4.3 STRUCTURAL STEEL CALCULATIONS SUBMITTED BY: JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC UNI -SYSTEMS February 12, 2008 59 of 571 TABLE OF CONTENTS 1. Design Summary 3 — 7 2. Applied Loading Calculations 8 — 40 3. Member Sizing Calculations 41 — 435 4. Formed Metal Decking Calculations 436 — 451 5. Steel Frame Connections Calculations 452 — 513 60 of 571 1 1 SKYNTURE DESIGN SUMMARY 1 1 1 UNI -SYSTEMS 14R4-4.3 STRUCTURAL STEEL CALCULATIONS JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC FEBRUARY 12, 2008 1 1 61 of 571 f Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Summary Date of Creation: January 2008 Approved By: Approval Date: Design Summary SkyVenture 14R4-4.3 1. Structure Description and Site Location Project # 07050 A. Desciption: The 14R4-4.3 steel structure provides the supporting frame for the wind tunnel machine components, an observation level with public space and additional floor space on the plenum deck level. The steel structure consists of fiv main floor levels (listed from lowest elevation to highest): plenum deck, observation deck, low roof, service deck, and higl roof. The base of the structure is rectangular at approximately 104 ft in the long dimension by 34 ft in the short dimension The short dimension sides slope inward slightly to provide a high roof that is also rectangular at 98 ft by 34 ft at an elevati of approximately 68 ft. The middle of the long dimension face is open between the low roof and service deck to provide al exterior air exchange for the louvers on the return air towers (RATs) at the ends of the long dimension. Gravity load is supported through beams, girders, and columns. Lateral loads are resisted in the long dimension by tension -only x-bracin and in the short dimension by a combination of moment frame and tension -compression chevron bracing. B. Location: The structure design is based on a generic loading that covers approximately 90% of locations in the Unitec States. This design excludes high seismic zones and extra high wind zones. Structures located in these excluded zones require additional analysis and detailing to upgrade the as -designed structure for the higher lateral loads. 11. Governing Design Codes and Specifications A. International Building Code 2006 B. ASCE 7-05 Minimum Design Loads for Buildings and Other Structures C. AISC 360-05 Specification for Structural Steel Buildings D. AISC 341-05 Seismic Provisions for Structural Steel Buildings Ill. Gravity Loads Summary (see 'Structural Drawings' SB -0002 and SB -0003 for more information) A. Dead Toads 1. Total self -weight of steel framing: 225 kips 2. Plenum Deck and Observation Deck a. Steel Decking 3 psf b. Concrete Slab (Plenum Deck) 50 psf (Observation Deck) 60 psf 7 psf c. Ceiling and Duct 3. Low Roof and High Roof a. Steel Decking, Membrane, and Insulation 10 psf b. Ceiling and Duct (Low Roof only) 7 psf c. HVAC units (Low Roof only) 4. Service Deck a. Catwalk Grating 5. Exterior Cladding (including underside of service deck) 2x 2kips 10 psf 2 to 15 psf Page 1 of 4 62 of 571 •44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Summary Date of Creation: January 2008 Approved By: Approval Date: B. Wind Tunnel Mechanical Components 1. Return Air Towers (RATs) a. Flowpath Liner b. Louvers (total for 4) 2. Observation Deck a. Inlet Contractor b. Flight Chamber 3. Low Roof a. Primary Diffuser 4. Service Deck a. Turn 1 (total for 2) b. Inlet Transition Duct (total for 2) c. Fans (total for 4) d. Outlet Transition Duct (total for 2) e. Turn 2 (total for 2) C. Live Loads 1. Live Floor (Plenum and Observation Decks) 2. Live Roof (Low and High Roofs) 3. Live Catwalk (Service Deck Catwalks) D. Snow 1. Ground snow load: 2. Snow importance factor: 3. Flat roof snow load: 4 psf 24.0 kips 5.8 kips 14.0 kips 16.0 kips 22.0 kips 1.9 kips 64.0 kips 6.3 kips 27.7 kips 100 psf 20 psf 40 psf (high roof) (low roof) pg := 50psf Is := 1.0 ph.f 37.8psf pl.f 35.0psf 4. Drift Surchange: included around perimeter of low roof conservatively assuming a parapet or other structure may exist there. IV. Lateral Loads Summary A. Seismic Loads (see document "14R4 Seismic Design" for full calculations) 1. Mapped spectral acceleration at short periods: Ss := 0.65g 2. Mapped spectral acceleration at 1 second period: 3. Seismic importance factor: 4. Site class: 5. Building Occupancy Category: 6. Seismic Design Category: 7. Response coefficient S1 := 0.18g IE := 1.0 C - Very Dense Soil and Soft Rock I I C R := 3.0 (ordinary concentrically braced and moment frames, not specifically detailed for seismic resistance) 8. Design spectral response acceleration at short periods: SDS := 0.494 9. Design spectral response acceleration at 1 sec. period: SDI := 0.194 Page 2 of 4 63 of 571 • •#moi • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Summary Date of Creation: January 2008 Approved By: Approval Date: 10. Seismic response coefficients: a. Long direction: b. Short direction: c. Vertical component: Cs.long 0.138 Cs.short 0.138 := 0.2•SDS = 0.10 Cs.vertical B. Wind Loads (see four documents "14R4 Wind Loading ..." for full calculations) 1. General Parameters and Coefficients a. Mean high roof heighthh.mean 68ft b. Mean low roof height hl mean 30ft c. Sloped roof angle Orf < 2deg d. Wind velocity (3 second gust) V := 120mph e. Importance factor IW := 1.0 f. Exposure Category C g. Topographic Factor Kzt := 1.0 2. Total Windward and Leeward Wind Pressures Normal to Long Dimension Face a. Ground Level: b. Observation Deck: c. Low Roof: d. Mid -Level of Towers: e. Service Deck: f. High Roof: 31.6psf 31.6psf 34.1 psf 31.8psf 39.1psf 40.4psf 3. Total Windward and Leeward Wind Pressures Normal to Short Dimension Face a. Ground Level: b. Observation Deck: c. Low Roof: d. Mid -Level of Towers: e. Service Deck: f. High Roof: 25.0psf 25.0psf 27.5psf 38.1 psf 31.4psf 32.7psf 4. Comments on Application of Wind Loads: The lateral wind loads summarized above were combined with roof wind loads and used to generate the various load cases depicted in Figure 6-9 of ASCE 7-05. Each of these generated wind cases was then incorporated into the required load combinations for design. Page 3 of 4 64 of 571 ♦4.r U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Summary Date of Creation: January 2008 Approved By: Approval Date: V. Analysis and Design Procedure A three dimensional frame analysis model of the structure was created using SAP2000 Advanced v11.0.8. See below for a screen shot of the model shown with members in their extruded form using the OpenGL graphics mode for clarity so.0000 01.0,84dw4.41,,141/ I row 11192,51 • Ic.iu l.0 .: Nr 1 ' I R- — 640 D Id :i 4 Czminr.++,un. 1 I _'Rom's®N+ :iia m ht4 . I • 0 mDEId RA/ 31 • All six standard degrees of freedom (3 rotations and 3 displacements) were included in the analysis. Frame elements were used to model beams, columns, and braces. Membrane -only shell elements were used to simulate diaphragm action of the concrete and roof decks for proper distribution of forces to the beams and girders for lateral loads (i.e., wind and seismic loads). Shell elements were used to model the plates on either side of the louver doors in the RATs. X -braces in the long dimension and in the service deck were assigned tension -only properties. Moment releases in both directions were applied to the ends of floor beams, x -braces, and chevron braces to simulate pinned -pinned members. The same moment releases were applied to wind girts in the RATs, except for the main girts at the observation deck, low roof and top of the louvers, which were designed as fixed -fixed members to provide additional stiffness to resist lateral loading deflections. The center four columns, which are leaner columns, where modeled as pinned -pinned between each floor level. Out -of -plane eccentricity for the working plane of the wind girts and x -bracing in the long dimension relative to the RAT columns where included using offset insertion points. X -bracing and chevron working points were shifted inplane to optimize connection geometry, which was explicitly modeled in the analysis using rigid elements. Restraints for all three displacements and for torsion were applied to the column bases. Restraints for the plenum deck beams, which transfer load directly into the concrete base, included all three displacements and torsion. Load and resistance factor design (LRFD) philosophy was used, incorporating the Direct Analysis Method (DAM) for stability analysis and design of the steel members and connections. Member and connection forces were determined from LRFD load combinations from IBC 2006 for the gravity and lateral loads discussed previously based on the provisions from IBC 2006 and ASCE 7-05. Capacities were calculated using AISC 360-05. For the DAM provisions, a fixed value of 0.80 was used for stiffness reduction of all members and lateral notional loads of 0.003 x Gravity Loads were conservatively added to all load combinations to amplify p -delta effects due to initial out -of -straightness of the structure. Non-linear analysis was conducted for each load case including p -delta effects. Page 4 of 4 65 of 571 KYVJENTURE APPLIED LOADING CALCULATIONS c•c( UNI -SYSTEMS 14R4-4.3 STRUCTURAL STEEL CALCULATIONS JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC JANUARY 21, 2008 66 of 571 4. 4 • • Un -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: Seismic Design for SkyVenture 14R4-4.3 1. Seismic Design Criteria & Requirements (ASCE 7-05 Chapters 11 & 12) A. Structure Location Parameters - not based on a specific location Building Occupancy Category II {Table 1-1} I := 1.0 Site Class C Ss := 0.65 S1 := 0.18 Importance Factor {Table 11.5-1} Very dense soil and soft rock {Table 20.3-1} Maximum spectral response acceleration at short periods {Figure 22-1} Maximum spectral response acceleration at 1 second period {Figure 22-2} B. Design Spectral Acceleration Parameters Fa := 1.14 Fv := 1.62 SMS := Fa -Ss SMI := Fv•S1 2 SDS - .SMS 2 SD1 3'SM1 Site class coefficient for short periods {Table 11.4-1} Site class coefficient for a period of 1 second {Table 11.4-2} SMS = 0.741 SMI = 0.292 SDS = 0.494 SD1=0.194 Site adjusted max. spectral response accel. at short periods Site adjusted max. spectral response accel. at 1 second period Design spectral response acceleration at short periods Design spectral response acceleration at 1 second period C. Design Response Spectrum Parameters SDI TO := 0.2• — s TO = 0.0787 s SDS TS := SD1 s TS = 0.3935 s SDS TL := 8s Initial -period transition period Short -period transition period Long -period transition period {Figure 22-15} Page 1 of 7 67 of 571 1100 4/4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: D. Seismic Design Category, Structural System, and Requirements Based on the maximum category determined from {Table 11.6-1) and {Table 11.6-2) using the previously defined site specific parameters, the Seismic Design Category is C for this structure. Framing details: For both the B and W directions (where the building length in the B direction is greater than that for the W direction), the seismic frame is designed as a 5 story building. In the B direction, there are braces in two bays for both outer frames for a total of 4 seismic resisting frames. In the W direction, there are also 4 seismic resisting frames, however due to wall openings required for the louvers and air flow path, they are a combined brace and moment resisting system. The requirements of ASCE 7-05 in Chapter 12 indicate that the Equivalent Lateral Force Procedure {Section 12.8) can be used to determine the seismic forces and displacements of this structure for a Seismic Design Category C. The design is based on framing classifications: B -Direction framing system - Steel Systems Not Specifically Detailed for Seismic Resistance W -Direction framing system - Steel Systems Not Specifically Detailed for Seismic Resistance The seismic force -resisting system is designed so that it can be upgraded without significant changes to the steel frame in the event that the structure is redesigned for a more severe seismic region. In particular, connections may need to be upgraded along with the bracing members for the more severe seismic forces to meet the general requirements provided in the AISC Seismic Provisions 2005. In addition, an alternative design for the bracing in the W -Direction is required, such as the addition of braces across the louver panels or changing all 5 stories to a moment resisting frame. Note that upgrading the Seismic Resisting Frame members and connections for a Seismic Class D or higher will require consideration of the more stringent criteria in the AISC Seismic Provisions 2005 for Special Concentrically Braced Frames and Special Moment Resisting Frames versus the Steel Systems Not Specifically Detailed for Seismic Resistance used for this design. E. Structural System Parameters 1. Seismic Force Resisting System in B Direction: Steel Systems Not Specifically Detailed for Seismic Resistance RB := 3.0 Response modification factor in B direction {Table 12.2-1) noB := 3.0 System overstrength factor in B direction {Table 12.2-1) CdB := 3.0 Deflection amplification factor in B direction {Table 12.2-1) 2. Seismic Force Resisting System in W Direction: Steel Systems Not Specifically Detailed for Seismic Resistance RW := 3.0 S2oW := 3.0 Cdw := 3.0 Response modification factor in W direction {Table 12.2-1} System overstrength factor in W direction {Table 12.2-1) Deflection amplification factor in W direction {Table 12.2-1) Page 2 of 7 68 of 571 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: 3. Approximate Structure Fundamental Periods in Orthogonal Directions: hmax 67.2 ft xB := 0.75 CtB:= 0.02 x TB := CtB'hmax Bs TB = 0.4694s xW := 0.75 CON := 0.02 xW TW := Ctw-hmax s TW = 0.4694 s Maximum height of building Parameters for calculating TB {Table 12.8-2} Fundamental period in direction parallel to length dimension B Parameters for calculating Tw {Table 12.8-2} Fundamental period in direction parallel to width dimension W IL Equivalent Lateral Force Procedure for Seismic Design Category A, B, or C for this structure (ASCE 7-05 Section 12.8) A. Calculated Seismic Response Coefficients Cs.min 0.01 SDS Cs.Bi R Cs.Bi = 0.1647 B I SD1'(s) Cs.Bmaxl = (R Cs.Bmaxl = 0.138 TB•I B SDI•(s)•TL Cs.Bmax2 Cs.Bmax2 = 2.3526 TB2rR B1 Cs.Bmax := if (TB > TL,Cs.Bmax2,Cs.Bmax1) Cs.B if (Cs.Bi < Cs.mim Cs.min, min(Cs.Bi, Cs.Bmax)) Cs.B = 0.138 SDS Cs.W• RW Cs.Wmax1 SD1•(s) TW I RW/ Cs.Wi = 0.1647 Cs.Wmaxl = 0.138 Minimum allowed seismic response coefficient Initial seismic response coefficient for B-dir Maximum seismic response coefficient for B-dir Cs.Bmax = 0.138 Seismic response coefficient for B direction Initial seismic response coefficient for W-dir Maximum seismic response coefficient for W-dir Page 3of7 69 of 571 11�� Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: Cs. Wmax2 SD1 •(s)•TL TWT (RW) Cs.Wmax2 = 2.3526 Cs.Wmax if(TW > TL,Cs.Wmax2,Cs.Wmax1) Cs.Wmax = 0.138 Cs.W := if(Cs.Wi < Cs.min,Cs.min,min(Cs.Wi,Cs.Wmax)) Seismic response coefficient for W direction Cs.W = 0.138 B. Seismic Base Shears Determine Effective Seismic Weight of Structural System (only include weight above base level): Weff := 1020 kips Determine Base Shears in Each Direction: Effective seismic weight of system {Section 12.7.2), including dead weight, 20% of snow weight, and 10% of live load. VB := Cs.B. Weff VB = 140.8 kips Base shear in B direction VW := Cs.W•Weff VW = 140.8 kips Base shear in W direction C. Vertical Distribution of Seismic Forces Ns := 5 i := 1 .. Ns h :_ (16.8 29.4 42.9 52.7 67.2 kB := 1.05 kW := 1.05 CVBi . kB ft X3140 212 w := 98 kip 260 136 wl Ih11kB w•h CvB = (0.1306" 0.1587 0.1091 0.3592 0.2425� Number of story levels, including roof but excluding base (i.e., ground) level. Height from base level to level i Effective seismic weight assigned to level i Exponent related to structure period in B direction Exponent related to structure period in W direction Vertical distibution factor in B direction Page 4 of 7 70 of 571 440 .40 Ung -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: FvB. CvB.. VB PGB. • w. FvB •kip w.• hkW CvW. : kJ W w•h 118.39 " 22.34 FvB = 15.36 50.57 \34.14] FvWi .— CvW•VW Fvw = PG W. : w. Fvw.•kip '18.39 " 22.34 15.36 50.57 34.14 PGB = CvW = 0.0586 " 0.1054 0.1567 0.1945 0.2511 (0.1306" 0.1587 0.1091 0.3592 0.2425 j (0.0586\ 0.1054 PGW = 0.1567 0.1945 0.2511 Lateral Seismic Force per Story in B Direction Fraction of gravity load on each story to be applied as the Lateral Seismic Force in the B Direction Jertical distribution factor in W direction Lateral Seismic Force per Story in W Direction Fraction of gravity load on each story to be applied as the Lateral Seismic Force in the W Direction For analysis, apply the Equivalent Lateral Seismic forces independently in each direction. Distribute lateral oads near mass locations on each floor and include an accidental torsion on each floor equivalent to an eccentricity from the assumed center of mass of +1- 5% of the width perpendicular. Incorporate results with LRFD Load Combinations 5 and 6, including the vertical seismic force of +1- 0.2SpsxDead Load. Page 5 of 7 71 of 571 4, 4 Un i -erste m s SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: 111. Story Drift due to Earthquake Loading (ASCE 7-05 Chapter 12) A. Calculated Story Drift (0.38 0.62 0.86 in 1.01 X1.18, beg 6e W (0.08\ 0.18 0.49 in 0.61 \ 0.65 CdB• 6eB 61B :_ CdW'6eW j := 2 .. Ns a1B1 := 61B1 AIB. := 61B. - 61B -1 1W1 := 61W1 a1Wj := 61W. - 61W.-1 B. Allowable Story Drift hs h(ft) hs := (h.J - h.-1 )(ft) � � Aa := 0.020hs (1.14\ 0.72 a1B = 0.72 .in 0.45 0.51) (16.8" 12.6 hs = 13.5 ft 9.8 14.5) 61B Calculated maximum elastic total story deflections in B dir (1.14\ 1.86 2.58 .in Amplified maximum total story deflections in B 3.03 direction 3.54) Calculated maximum elastic total story deflections in (0.24" W dir 0.54 61w = 1.47 •inAmplified maximum total story deflections in W 1.83 direction a1W = aa= 0.95 i 10.24 0.30 0.93 .in 0.36 0.12) (4.03 3.02 3.24 2.35 3.48 Amplified story drift per story in B direction Amplified story drift per story in W direction Story height below level j • in diw calculated previously for each direction and level are lower than these values) Allowable story drift per level {Table 12.12-1} (Ensure that amplified story drifts 64B and Page 6of7 72 of 571 4‘. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Seismic Design Approval Date: C. Check Stability Coefficient N (1020.0\ Ns 706.0 P = 494.0 kip 396.0 Pi '— Ek k=i Ns \ 136.0 VsBi:= k FvBk k = i Ns Vsw.:= E Fvw k = i OB' VsB.'kp i•hs.'CdB Pi'�1B• i 1 1 OB = OBmax.a mi 0.25, (1.0) • CdB] Pi' �1Wi 0.5 i Vsw.kip•hsi'CdW "140.81 122.42 VsB = 100.07 84.72 34.14 140.81 122.42 VsW = 100.07 84.72 34.14 '0.014" 0.009 0.007 0.006 0.004� Total vertical design load at and above level j Seismic shear force acting between level j and level j-1 in the B direction Seismic shear force acting between level j and level j-1 in the W direction Stability Coefficient per story in B direction Ensure that OB for each story in each direction is OBmax.a = 0.1667 less than the allowable OBmax.a• In addition, if O is less than 0.10 for each story than P -delta effects do not need to be considered in analysis. {Section 12.8.7) (0.003 " 0.004 OW = 0.009 0.005 0.001 0.5 OWmax.a := mi 0.25, (1.0)•CdW] Stability Coefficient per story in W direction Ensure that ON, for each story in each direction is OWmaxa = 0.1667 less than the allowable Owmax.a• In addition, if 0 is less than 0.10 for each story than P -delta effects do not need to be considered in analysis. {Section 12.8.7) Page 7 of 7 73 of 571 400 • 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Snow Loading Approval Date: Snow Loading for SkyVenture 14R4-4.3 1. Building Geometry 0 := 1.2 degrees LL := 71.1 ft LH := 99.8ft Based on ASCE 7-05 for a Structure with a Flat Roof BL := 34.1ft hL := 30.4ft BH := 34. l ft hH := 68.0ft II. Snow Loading Factors pg := 50•psf -y := (3.13 ft pg + 14pcf 7 = 20.5•pcf I:= 1.0 Ce.L := 1.0 Ce.H := 0.9 Ct.L := 1.0 Ct.H := 1.2 Maximum roof slope Length, width, and height dimensions of Low Roof Length, width, and height dimensions of High Roof Ground snow Toad Density of snow Importance factor Exposure factor for Low Roof - partially exposed Exposure factor for High Roof - fully exposed Thermal factor for Low Roof - typical Thermal factor for High Roof - unheated 111. Snow Loading on Low Roof Deck (including drift surcharge in both directions) pf.L := 0.7'Ce.L'Ct.L'I'pg 1:f:L= 35:9p'sfj Flat roof snow Toad on Low Roof A. Drift surchange for wind in length direction: 11 � 3 4 p hd.Le 0.75.0.43• • g + 10 — 1.5 ft ft psf i h = 2.22•ft d.Le Height of drift at edge WLe := 4.hd.Le WLe = 8.87•ft pd.Le.max := hd.Le.1 pd.Le.max = 45.5•psf B. Drift surchanqe for wind in width direction: 4 3 BL p ft psf Width of drift away from edge Maximum snow load at edge Height of drift at edge hd.Be 0.75.0.43 + 10 — 1.5 Ift J hd.Be = 1.41.ft WBe 4'hd.Be WBe = 5.64•ft Width of drift away from edge pd.Be.max hd.Be• f pd.Be.max = 28.9•psf Maximum snow load at edge IV. Snow Loading on High Roof Deck (no drift surcharge) p£H := 0.7•Ce.H'Ct.H'I'pg F ,H = 37.8•pjf# Flat roof snow Toad on High Roof Page 1 of 1 74 of 571 Oo • Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: ASCE 7-05 Wind Loading for MWFRS with Wind on Long Dimension Face and Negative Internal Pressure 1. Building Geometry BL := 104.5 ft BT := 14.3 ft Bs := 99.8 ft BD := 16.5 ft Based on an Enclosed Structure with a Monoslope Roof Windward dimension of lower level Windward dimension of towers Windward dimension of service deck Windward dimension of diffuser LL := 34.1 ft Side dimension of lower level LT := 34.1 ft Side dimension of towers LS := 34.1 ft Side dimension of service deck LD := 16.5 ft Side dimension of diffuser hR.t 68.0 ft Mean high roof height hs := 52.7 ft Height of service deck hT m := 42.9 ft Height at mid-level of towers hR m := 30.4 ft Height of low roof 16.8 ft Height of observation deck hL o := 9 := 1.2 degrees Maximum roof slope II. Wind Loading Factors Common to All Levels V := 120 mph Kd := 0.85 I := 1.00 o::= 9.5 zg := 900 zlb := hL.o zlb = 16.8 ft Max wind velocity Wind Directionality Factor Importance Factor for Building Category II with V > 100 mph Constant for Wind Exposure C Constant for Wind Exposure C z —> —4 Plan View B L Lower bound height for minimum windward pressure values - typically 15 ft, but use this value conservatively to simplify loading calculations Page 1 of 6 75 of 571 4.406 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: Kz(z) := 2.01 KZt:= 1.0 Gf := 0.85 2 a zg Velocity pressure exposure coefficient Topographic Factor Gust Effect Factor for rigid structure GCp• := —0.18 Negative�(away from surface) Internal Pressure Coefficient qz(z) := 0.00256•Kz(z)•Kzt Kd•v •I Velocity pressure as a function of height (z) gz(hR t) = 36.56 psf Velocity pressure at maximum rooftop height gz(hR m) = 30.86 psf Velocity pressure at low rooftop height qi gz(hR.t) qi = 36.56 psf Velocity pressure for internal pressure determination of all walls and roofs on enclosed building structures. *** conservatively base on max building height *** lll. Wind Loading on Lower Levels and Low Roof Deck hR.m IL = 0.3263 BL LL Cp.L.w := 0.8 Cp.L.I := —0.5 Cp.R.m.p := —0.18 Cp.R.m.n.w := —1.02 Cp.R.m.n.l := —0.7 — 0.8915 hR.m 2 — 15.2 ft Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) Roof positive External Pressure Coefficient Roof negative External Pressure Coefficient for 0 to h/2 from windward edge Roof negative External Pressure Coefficient for > h/2 from windward edge pw L(z) := gz(z)•Gf•Cp L w — gi•GCpi Design wind pressures on windward wall pw.lb '= pw.L(zlb) pw Ib = 25.1 psf at minimum limit pw.L(hL,o) = 25.1 psf at observation deck level pw.L("R.m) = 27.6 psf at low roof deck level p1.L gz(hR.m)'Gf'Cp.L.I — gi'GCpi pi.L = —6.5 psf Design wind pressure on leeward wall pR.m.p gz(hR.m)'Gf'Cp.R.m.p — gi•GCpi PR.m.p = 1.9 psf Design downward wind pressure on low roof Page 2 of 6 76 of 571 ♦ems U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: PR.m.n.w := gz(hR.m)'Gf'Cp.R.m.n.w - gi'C'Cpi PR.m.n.w = -20.2 psf PR.m.n.l gz(hR.4Gf'Cp.R.m.n.1- gi'GCpi PR.m.n.l = -11.8 psf IV. Wind Loading on Towers LT = 2.3846 BT Cp.T.w := 0.8 Cp.T.I Design upward wind pressure on low roof from windward edge to h/2 Design upward wind pressure on low roof from h/2 to leeward edge Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw T(z) := gz(z)•Gf•Cp T w - gi•GCpi Design wind pressures on windward wall pw.T(hR.m) = 27.6 psf at low roof deck level pw.T(hT.m) = 29.1 psf at mid-level of towers pw T(hs) = 30.1 psf at service deck level p1.T gz(hR.t)'Gf'Cp.T.I - gi'GCpi p1.T = -2.7 psf Design wind pressure on leeward wall V. Wind Loading on Diffuser LD —=1 BD Cp.D.w := 0.8 Cp.D.I Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw.D(z) := gz(z)•Gf•Cp D W - gi•GCpi Design wind pressures on windward wall pw.D(hR.m) = 27.6 psf at low roof deck level pw.D(hT.m) = 29.1 psf at mid-level of towers pw D(hs) = 30.1 psf at service deck level pl.D := gz(hR.t)'Gf•Cp.D.1 - gi'GCpi p1.D = -9.0 psf Design wind pressure on leeward wall Page 3 of 6 77 of 571 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VI. Wind Loading at Service Deck and High Roof Levels 1S = 0.3417 hR.t = 1.9941 hR.t = 34 ft Factors for External Pressure Coefficients Bs Ls 2 Cp S w := 0.8 Windward wall External Pressure Coefficient (constants from Figure 6-6) Cp S 1:= —0.5 Leeward wall External Pressure Coefficient (constants from Figure 6-6) Roof positive External Pressure Coefficient Cp.R.t.p := —0.18 —1.04 Roof negative External Pressure Coefficient for entire top roof Cp.R.t.n.w Cp R S p := -0.18 Bottom of Service Deck positive External Pressure Coefficient —1.04 Bottom of Service Deck negative External Pressure Coefficient for entire surface Cp.R.S.n.w pw.S(z) gz(z)'Gf'Cp.S.w — gi'GCpi Design wind pressures on windward wall pw s(hs) = 30.1 psf at service deck level 31.4 psf at high roof level pw.S(hR.t) = p1.S gz(hR.t).Gf'Cp.s.1 — gi'GCpi Pis = —9.0 psf Design wind pressure on leeward wall PR.t.p gz(hR.t)'Gf'Cp.R.t.p — gi•GCpi PR.t.p = 1.0 psf pR.t.n.w gz(hR.t)'Gf'Cp.R.t.n.w — gi'GCpi PR.t.n.w = —25.7 PR.S.p gz(hS)'Gf'Cp.R.S.p — gi•GCpi PR.S.p = 1.3 PR.S.n.w gz(hS).Gf'Cp.R.S.n.w — gi'GCpi psf psf = —24.1 psf pR.S.n.w Design downward wind pressure on high roof Design upward wind pressure on entire high roof Design upward wind pressure on bottom of S.D. Design downward wind pressure on bottom of S.D. Page 4of6 78 of 571 .4414 U n i -Systems • SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VIL Summary of Design Wind Pressures (psi) for Wind on Long Dimension Face with Negative Internal Pressure Positive values are toward surface Negative values are away from surface High Roof Service Deck Mid -Level of Towers Low Roof Windward Face Leeward Face pw.S(hR.t) = 31.4 pw.S(hS) = 30.1 pw.T(hS) = 30.1 pw.D(hS) = 30.1 (diffuser) Pw.T(hT.m) = 29.1 Pw.D(hT.m) = 29.1 (diffuser) Pw.T(hR.m) = 27.6 pw.L(hR.m) = 27.6 pw.D(hR.m) = 27.6 (diffuser) p1.S = -9.0 pl.S=-9.0 pI.T=-2.7 p1.D=-9.0 (diffuser) p1.T = -2.7 PI.D = -9.0 (diffuser) p1.T=-2.7 p1.L=-6.5 p1.D=-9.0 (diffuser) Observation Deck Pw L(hL o) = 25.1 pm., = -6.5 Ground Level pw lb = 25.1 PI.L = -6.5 Roof (Windward face to h/2) Roof (h/2 to Leeward face) Low Roof hR.m = 30. ft positive PR.m.p = 1.9 negative-20.2PR.m.n.w = Bottom of S.D. positive negative High Roof positive negative hS = 52.7 ft PR.S.p = 1.3 PR.S.n.w = -24.1 hR.t = 68 ft PR.t.p = 1.0 PR.t.n.w = -25.7 PR.m.p = 1.9 PR.m.n.l = -11.8 PR.S.p = 1.3 PR.S.n.w = -24.1 PR.t.p = 1.0 PR.t.n.w = -25.7 Page 5 of 6 79 of 571 U n i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: Vlll. Moment from Wind Load Eccentricity Procedure Assume a linear wind load across each floor level with maximum positive and negative values at the ends of the stucture and zero at the middle. Then the moment created by an equivalent force couple of the triangular distributions on each side is (2/3*B)*(1/2*B/2*fm), where B is the windward face dimension and fm is the maximum wind pressure at the outer edges of the structure. fm can be found by setting the above equation equal to the ASCE 7-05 wind moment equation of MT = 0.75(Pw+Pi)*B*(0.15*B), where PW is the windward pressure and Pi is the leeward pressure. This results in fm = 0.675*(Pw Pi). Wind Moment Maximum End Wind Pressures fm (psf) High Roof 0.675(pw.S(hR.t� — pi.S) = 27.3 Service Deck 0.675(pw S(hs) — pis) = 26.4 0.675(pw.T(hs) — p1.T) = 22.2 0.675(pw D(hS) — PLD) =26.4 (diffuser) Mid -Level of Towers 0.675(pw T(hT.m) — p1.T) = 21.5 0.675(pw D(hT.m) — p1.D) = 25.7 (diffuser) Low Roof 0.675(pw.T(hR.m) — p1.T) = 20.5 0.675(pw.L(hR.m) — P1.1.) = 23.0 0.675(pw D(hR.m) — pm) = 24.7 (diffuser) Observation Deck 0.675(pw L(hL.o) — p1.L) = 21.4 Ground Level 0.675(pw lb — p1.L) = 21.4 Page6of6 80 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: ASCE 7-05 Wind Loading for MWFRS with Wind on Long Dimension Face and Positive Internal Pressure 1. Building Geometry BL := 104.5 ft BT := 14.3 ft Bs := 99.8 ft BD := 16.5 ft LL := 34.1 ft LT := 34.1 ft Ls := 34.1 ft LD := 16.5 ft hR.t := 68.0 ft hs := 52.7 ft hT.m := 42.9 ft hR.m := 30.4 ft hL.o := 16.8 ft Based on an Enclosed Structure with a Monoslope Roof Windward dimension of lower level Windward dimension of towers Windward dimension of service deck Windward dimension of diffuser Side dimension of lower level Side dimension of towers Side dimension of service deck Side dimension of diffuser Mean high roof height Height of service deck Height at mid-level of towers Height of low roof deck Height of lower level observation deck 0 := 1.2 degrees Maximum roof slope II. Wind Loading Factors Common to All Levels V := 120 mph Kd .•= 0.85 I := 1.00 a := 9.5 zg := 900 zlb hL.o zlb= 16.8 ft Max wind velocity Wind Directionality Factor Importance Factor for Building Category II with V > 100 mph Constant for Wind Exposure C Constant for Wind Exposure C —* Plan View B L L w Lower bound height for minimum windward pressure values - typically 15 ft, but use this value conservatively to simplify loading calculations Page 1 of 6 81 of 571 +44 Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: Kz(z) := 2.01 2 z zg Velocity pressure exposure coefficient Kzt := 1.0 Topographic Factor Gf := 0.85 Gust Effect Factor for rigid structure GCpi := 0.18 Positive (toward surface) Internal Pressure Coefficient qz(z) := 0.00256•Kz(z)•Kzt Kd•v2•I Velocity pressure as a function of height (z) gz(hR t) = 36.56 psf Velocity pressure at maximum rooftop height gz(hR m) = 30.86 psf Velocity pressure at middle rooftop height qi := gz(hR.t) qi = 36.56 psf Velocity pressure for internal pressure determination of all walls and roofs on enclosed building structures. *** conservatively base on max building height "*" lll. Wind Loading on Lower Levels and Low Roof Deck LL = 0.3263 hR.m — 0.8915 hR.m = 15.2 ft Factors for External Pressure Coefficients BL LL 2 Cp L w := 0.8 Windward wall External Pressure Coefficient (constants from Figure 6-6) Cp L 1 :_ —0.5 Leeward wall External Pressure Coefficient (constants from Figure 6-6) Cp R m p := —0.18 Roof positive External Pressure Coefficient —1.02 Roof negative External Pressure Coefficient for 0 to h/2 from windward edge Cp.R.m.n.w Cp.R.m.n.l —0.7 Roof negative External Pressure Coefficient for > h/2 from windward edge pw•L(z) := gz(z)'Gf•Cp.L.w — gi•GCpi Design wind pressures on windward wall Pw.lb pw.L(zlb)pw ]b = 11.9 psf at minimum limit pw.L(hL.o) = 11.9 psf at observation deck level pw L(hR m) = 14.4 psf at low roof deck level p1.L gz(hR.m)'Gf'Cp.L.1 — gi'GCpi pl L = —19.7 psf Design wind pressure on leeward wall pR.m.p := gz(hR.m).Gf.Cp.R.m.p — gi•GCpi pR.m.p = —11.3 psf Design downward wind pressure on low roof Page 2of6 82 of 571 Uri -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: PR.m.n.w gz(hR.m)'Gf'Cp.R.m.n.w - gi'GCpi PR.m.n.w = -33.3 psf PR.m.n.l := gz(hR.m)'Gf'Cp.R.m.n.l - gi'GCpi pR.m.n.l = -24.9 psf IV. Wind Loading on Towers LT — = 2.3846 BT Cp.T.w := 0.8 Cp.T.1 :_ -0.3 Design upward wind pressure on low roof from windward edge to h/2 Design upward wind pressure on low roof from h/2 to leeward edge Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw.T(z) gz(z)'Gf'Cp.T.w - gi'GCpi pw.T(hR.m) = 14.4 psf pw.T(hT.m) = 16.0 psf pw.T(hS) = 17.0 psf p1.T gz(hR.t)'Gf'Cp.T.1 - gi'GCpi pl.T = -15.9 V. Wind Loading on Diffuser LD —=1 BD Cp.D.w := 0.8 Cp.D.I :_ -0.5 psf Design wind pressures on windward wall at low roof deck level at mid-level of towers at service deck level Design wind pressure on leeward wall Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw.D(z) gz(z)'Gf'Cp.D.w - gi'GCpi pw.D(hR.m) = 14.4 pw.D(hT.m) = 16.0 pw.D(hS) = 17.0 pl.D gz(hR.t)' Gf-Cp.D.I - gi'GCpi psf psf psf Design wind pressures on windward wall at low roof deck level at mid-level of towers at service deck level PI.D = -22.1 psf Design wind pressure on leeward wall Page 3of6 83 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VI. Wind Loading at Service Deck and Top Roof Levels 15 = 0.3417 hR.t = 1.9941 ..-- = 34 ft Factors for External Pressure Coefficients BS LS 2 Cp s w := 0.8 Windward wall External Pressure Coefficient (constants from Figure 6-6) Cps.] := —0.5 Leeward wall External Pressure Coefficient (constants from Figure 6-6) Cp R t p :_ —0.18 Roof positive External Pressure Coefficient Cp.R.t.n.w —1.04 Roof negative External Pressure Coefficient for entire high roof Cp R S p :_ —0.18 Bottom of Service Deck positive External Pressure Coefficient —1.04 Bottom of Service Deck negative External Pressure Coefficient for entire surface Cp.R.S.n.w pw.s(z) •— gz(z)'Gf'Cp•S•w — gi•GCpi Design wind pressures on windward wall pw s(hs) = 17.0 psf at service deck level 18.3 psf at high roof level pw.S�hR.t) = p1.S gz(hR.t)'Gf.Cp.S.1 — gi'GCpi Pi.S = —22.1 psf Design wind pressure on leeward wall PR.t.p gz(hR.t)'Gf'Cp.R.t.p — gi•GCpi Design downward wind pressure on high roof = —12.2 psf PR.t.p PR.t.n.w gz(hR.t)'Gf'Cp.R.t.n.w — gi'GCpi PR.t.n.w = —38.9 psf PR.S.p gz(hS).Gf'Cp.R.S.p — gi•GCpi PR.S.p = —11.9 psf PR.S.n.w := gz(hS)'Gf'Cp.R.S.n.w — gi'GCpi = —37.2 psf pR.S.n.w Design upward wind pressure on entire high roof Design upward wind pressure on bottom of S.D. Design downward wind pressure on bottom of S.D. Page 4 of 6 84 of 571 Ori U n i-Syste ms SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Wind Loading Approved By: Approval Date: VII. Summary of Design Wind Pressures (pst) for Wind on Long Dimension Face with Postive Internal Pressure Positive values are toward surface Negative values are away from surface Windward Face Leeward Face High Roof pw.S(hR.t) = 18.3 Service Deck pw.S(hs) = 17.0 pw.T(hS) = 17.0 pw.D(hS) = 17.0 (diffuser) Mid -Level of Towers pw.T(hT m) = 16.0 pw.D(hT.m) = 16.0 (diffuser) Low Roof Observation Deck Ground Level pw.T(hR.m) = 14.4 pw.L(hR.m) = 14.4 pw.D(hR.m) = 14.4 (diffuser) pw.L(hL.o) = 11.9 pl.S = -22.1 p1.S = -22.1 p1.T = -15.9 pl.D = -22.1 (diffuser) PI.T = -15.9 PI.D = -22.1 (diffuser) PI.T = -15.9 p1.L = -19.7 pl.D = -22.1 p1.L = -19.7 pw.lb = 11.9 Pl.L = -19.7 (diffuser) Roof (Windward face to h/2) Roof (h/2 to Leeward face) Low Roof hR.m = 30. ft positive pR m p = -11.3 negative PR.m.n.w = -33.3 Bottom of S.D. positive negative High Roof positive negative hS = 52.7 ft PR.S.p = -11.9 pR.S.n.w = -37.2 hR.t = 68 ft PR.t.p = -12.2 PR.t.n.w = -38.9 PR.m.p = -11.3 PR.m.n.1 = -24.9 PR.S.p = -11.9 PR.S.n.w = -37.2 PR.t.p = -12.2 pR.t.n.w = -38.9 Page 5 of 6 85 of 571 44414 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: Wind Loading Date of Creation: December 2007 Approved By: Approval Date: Vlll. Moment from Wind Load Eccentricity Procedure : Assume a linear wind Toad across each floor level with maximum positive and negative values at the ends of the stucture and zero at the middle. Then the moment created by an equivalent force couple of the triangular distributions on each side is (2/3*B)*(1/2*B/2*fm), where B is the windward face dimension and fm is the maximum wind pressure at the outer edges of the structure. fm can be found by setting the above equation equal to the ASCE 7-05 wind moment equation of MT = 0.75(Pw+Pi)*B*(0.15*B), where PW is the windward pressure and Pi is the leeward pressure. This results in fm = 0.675*(Pw Pi). Wind Moment Maximum End Wind Pressures fm (psf) 0.675(pw.S(hR.t) — PIS) = 27.3 0.675(pw.S(hS) — p1.S) = 26.4 0.675(pw.T(hs) — p1.T) = 22.2 0.675(pw D(hS) — pm) = 26.4 (diffuser) 0.675(pw.T(hT.m) — PUT) = 21.5 0.675(pw D(hT.m) — p1.D) = 25.7 (diffuser) 0.675(pw.T(hR.m) — p1.T) = 20.5 0.675(pw.L(hR.m) — p1.L) = 23.0 0.675(pw D(hR.m) — p1.D) = 24.7 (diffuser) 0.675(pw.L(hL.0) — p1.L) = 21.4 0.675(pw.lb — p1.L) = 21.4 High Roof Service Deck Mid -Level of Towers Low Roof Observation Deck Ground Level Page 6 of 6 86 of 571 4 • so U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: ASCE 7-05 Wind Loading for MWFRS with Wind on Short Dimension Face and Negative Internal Pressure Based on an Enclosed Structure with a Monoslope Roof 1. Building Geometry BL := 34.1 ft Windward dimension of lower level BT := 34.1 ft Windward dimension of towers Bs := 34.1 ft Windward dimension of service deck BD := 16.5 ft Windward dimension of diffuser LL := 104.5 ft LT := 14.3 ft Ls := 99.8 ft LD := 16.5 ft hR.t := 68.0 ft hs := 52.7 ft hT.m := 42.9 ft hR.m := 30.4 ft hL.o := 16.8 ft Side dimension of lower level Side dimension of towers Side dimension of service deck Side dimension of diffuser Mean high roof height Height of service deck Height at mid-level of towers Height of low roof deck Height of lower level observation deck 9 := 1.2 degrees Maximum roof slope II. Wind Loading Factors Common to All Levels V := 120 mph Kd := 0.85 I := 1.00 a := 9.5 := 900 zg zlb := hL.o zlb = 16.8 ft Max wind velocity Wind Directionality Factor Importance Factor for Building Category 11 with V > 100 mph Constant for Wind Exposure C Constant for Wind Exposure C Plan View L in I I TTTTTT WIND Lower bound height for minimum windward pressure values - typically 15 ft, but use this value conservatively to simplify loading calculations Page 1 of 6 87 of 571 10' .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: 2 a Kz(z) := 2.01 / Velocity pressure exposure coefficient zg) Kzt := 1.0 Topographic Factor Gf := 0.85 Gust Effect Factor for rigid structure GCpi := —0.18 Negative (away from surface) Internal Pressure Coefficient qz(z) := 0.00256•Kz(z)•Kzt Kd•V2•I Velocity pressure as a function of height (z) gz(hR t) = 36.56 psf Velocity pressure at maximum rooftop height gz(hR.m) = 30.86 psf Velocity pressure at low rooftop height gi gz(hR.t) qi = 36.56 psf Velocity pressure for internal pressure determination of all walls and roofs on enclosed building structures. *** conservatively base on max building height *** lll. Wind Loading on Lower Levels and Low Roof Deck LL = 3.0645 hR.m — 0.2909 hRm — 15.2 ft Factors for External Pressure Coefficients BL LL 2 Cp L w := 0.8 Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) Cp L 1 := —0.25 Cp R m p := —0.18 Roof positive External Pressure Coefficient Roof negative External Pressure Coefficient for 0 to h from windward edge Cp.R.m.n.w Cp.R.m.n.l —0.5 Roof negative External Pressure Coefficient for > h from windward edge pw•L(z) := gz(z).Gf•Cp•L•w — gi•GCpi Design wind pressures on windward wall Pw.lb := pw.L(zlb) pw lb = 25.1 psf at minimum limit pw.L(hL.o) = 25.1 psf at observation deck level pw.L(hR.m) = 27.6 psf at low roof deck level p1.L gz(hR.m)•Gf•Cp.L.1 — gi•GCpi p1.L = 0.0 pR.m.p := gz(hR.m)'Gf•Cp.R.m.p — gi•GCpi PR.m.p = 1.9 psf psf Design wind pressure on leeward wall Design downward wind pressure on low roof Page 2of6 88 of 571 • •4 4k4A U n i-Systems • SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: PR.m.n.w := gz(hR.m)'Gf'Cp.R.m.n.w - gi'G'Cpi pR.m.n.w = -17.0 psf PR.m.n.l gz(hR.m)'Gf'Cp.R.m.n.l - qi-GCpi PR.m.n.l = -6.5 IV. Wind Loading on Towers LT — = 0.4194 BT Cp.T.w := 0.8 Cp.T.I := -0.5 psf Design upward wind pressure on low roof from windward edge to h Design upward wind pressure on low roof from h to leeward edge Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw.T(z) := gz(z)'Gf.Cp.T.w - gi'GCi Design wind pressures on windward wall pw.T(hR.m) = 27.6 psf at low roof deck level pw.T(hT.m) = 29.1 psf at mid-level of towers pw T(hs) = 30.1 psf at service deck level p1.T := gz(hR.t)•Gf'Cp.T.I - gi-GCpi V. Wind Loading on Diffuser LD —=1 BD Cp.D.w := 0.8 Cp.D.1:= -0.5 pl.T = -9.0 psf Design wind pressure on leeward wall Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw•D(z) •= gz(z)'Gf'Cp•D•w - gi'GCpi Design wind pressures on windward wall pw.D(hR.m) = 27.6 psf at low roof deck level pw.D(hT.m) = 29.1 psf at mid-level of towers pw.D(hs) = 30.1 psf at service deck level PI.D gz(hR.t)'Gf.Cp.D.1- g'GCpi pl D = -9.0 psf Design wind pressure on leeward wall Page 3 of 6 89 of 571 .40 Un 1 -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame December 2007 Design Evaluation for: Wind Loading Approved By: Approval Date: VI. Wind Loading at Service Deck and High Roof Levels 1S = 2.9267 hR.t = 0.6814 _h .: = 34 BS LS 2 Cp.S.w := 0.8 := -0.25 Cp.S.I Cp.R.t.p := -0.18 Cp.R.t.n.w :_ -1.04 Cp.R.t.n.1 :_ -0.9 Cp.R.S.p -0.18 Cp.R.S.n.w := -1.04 Cp.R.S.n.l hs S = 26.35 ft 2 Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) Roof positive External Pressure Coefficient Roof negative External Pressure Coefficient for 0 to h/2 from windward edge Roof negative External Pressure Coefficient for > h/2 from windward edge Bottom of S.D. positive External Pressure Coefficient Bottom of S.D. negative External Pressure Coefficient for 0 to h/2 from windward edge Bottom of S.D. negative External Pressure Coefficient for > h/2 from windward edge pw S(z) := gz(z)•Gf•Cp S w - gi•GCpi Design wind pressures on windward wall pw.S(hS) = 30.1 pw.S(hR.t) = 31.4 p1.S:= gz(hR.t)'Gf.Cp.S.I - gi'GCpi p1.S = -1.2 PR.t.p gz(hR.t)'Gf'Cp.R.t.p - gi•GCpi PR.t.p = 1.0 psf pR.t.n.w gz(hR.t)'Gf'Cp.R.t.n.w - gi'GCpi PR.t.n.w = -25.7 psf PR.t.n.l gz(hR.t)'Gf'Cp.R.t.n.l - gi'GCpi PR.t.n.l = -21.4 PR.S.p psf at service deck level psf at high roof level psf Design wind pressure on leeward wall Design downward wind pressure on high roof gz(hs)'Gf'Cp.R.S.p - gi•GCpi PR.S.p = 1.3 psf pR.S.n.w '= gz(hS)'Gf'Cp.R.S.n.w - gi•GCpi PR.S.n.w = -24.1 PR.S.n.1 gz(hS)'Gf'Cp.R.S.n.l - gi'GCpi PR.S.n.l = -19.9 Design upward wind pressure on high roof from windward edge to h/2 Design upward wind pressure on high roof from psf h/2 to leeward edge Design upward wind pressure on bottom of S.D. Design downward wind pressure on bottom of S.D. psf from windward edge to h/2 psf Design downward wind pressure on bottom of S.D. from h/2 to leeward edge Page 4of6 90 of 571 1 t 1 1 •i�Q U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VII. Summary of Design Wind Pressures (psf) for Wind on Short Dimension Face with Negative Internal Pressure High Roof Service Deck Positive values are toward surface Negative values are away from surface Windward Face Leeward Face Pw.S(hR.t) = 31.4 pw.S(hS) = 30.1 Pw.T(hS) = 30.1 Pw.D(hS) = 30.1 (diffuser) Mid -Level of Towers Pw.T(hT.m) = 29.1 Pw.D(hT.m) = 29.1 (diffuser) Low Roof Pw.T(hR.m) = 27.6 Pw.L(hR.m) = 27.6 Pw.D(hR.m) = 27.6 (diffuser) Observation Deck Pw_L(hL.o) = 25.1 Ground Level pw lb = 25.1 PI.S = -1.2 P1.S = -1.2 P1.T = -9.0 P1.D = -9.0 P1.T = -9.0 P1.D = -9.0 P1.T = -9.0 P1.L = 0.0 PI.D = -9.0 P1.L = 0.0 PI.L = 0.0 Roof Roof Low Roof hR.m = 30. ft (Windward face to h) (diffuser) (diffuser) (diffuser) (h to Leeward face) positive PR.m.p = 1.9 PR.m.p = 1.9 negative PR.m.n.w = -17.0 PR.m.n.l = -6.5 Bottom of S.D. hS = 52.7 ft (Windward face to h/2) (h/2 to Leeward face) positive PR.S.p = 1.3 PR.S.p = 1.3 negative PR.S.n.w = -24.1 PR.S.n.l = -19.9 hR.t = 68 ft (Windward face to h/2) (h/2 to Leeward face) High Roof positive negative PR.t.p = 1.0 PR.t.n.w = -25.7 PR.t.p = 1.0 PR.t.n.l = -21.4 Page 5 of 6 91 of 571 itO • 46 •40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: Vlll. Moment from Wind Load Eccentricity Procedure Assume a linear wind Toad across each floor level with maximum positive and negative values at the ends of the stucture and zero at the middle. Then the moment created by an equivalent force couple of the triangular distributions on each side is (2/3*B)*(1/2*B/2*fm), where B is the windward face dimension and fm is the maximum wind pressure at the outer edges of the structure. fm can be found by setting the above equation equal to the ASCE 7-05 wind moment equation of MT = 0.75(Pw+Pi)*B*(0.15*B), where PW is the windward pressure and Pi is the leeward pressure. This results in fm = 0.675*(Pw Pi). Wind Moment Maximum End Wind Pressures fm (psi) 0.675(pw.S(hR.t) — pi.S) = 22.0 0.675(pw.S(hS) — p1.S) = 21.2 0.675(pw.T(hs) — p1.T) = 26.4 0.675(pw D(hS) — p1.D) = 26.4 (diffuser) 0.675(pw.T(hT.m) — PLT) = 25.7 High Roof Service Deck Mid -Level of Towers Low Roof Observation Deck Ground Level 0.675(pw D(hT.m) — p1.D) = 25.7 (diffuser) 0.675(pw.T(hR.m) — pl.T) = 24.7 0.675(pw.L(hR.m) — p1.L) = 18.6 0.675(pwD(hR.m) — p1.D) = 24.7 (diffuser) 0.675(pw.L(hL.0) — PI.L) = 16.9 0.675(pw.lb —p1.L) = 16.9 Page 6 of 6 92 of 571 1110 -**44 4‘. U n i -Systems SkyVenture 14R4-4.2 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: ASCE 7-05 Wind Loading for MWFRS with Wind on Short Dimension Face and Positive Internal Pressure Based on an Enclosed Structure with a Monoslope Roof 1. Building Geometry BL := 34.1 ft Windward dimension of lower level BT := 34.1 ft Windward dimension of towers BS := 34.1 ft Windward dimension of service deck BD := 16.5 ft Windward dimension of diffuser LL := 104.5 ft LT := 14.3 ft LS := 99.8 ft LD := 16.5 ft hR.t := 68.0 ft hs := 52.7 ft hT.m := 42.9 ft hR.m := 30.4 ft hL.o := 16.8 ft Side dimension of lower level Side dimension of towers Side dimension of service deck Side dimension of diffuser Mean high roof height Height of service deck Height at mid-level of towers Height of low roof deck Height of lower level observation deck 0 := 1.2 degrees Maximum roof slope 11. Wind Loading Factors Common to All Levels V := 120 mph Kd := 0.85 I := 1.00 cc= 9.5 := 900 zg zlb := hL.o zlb = 16.8 ft Max wind velocity Wind Directionality Factor Importance Factor for Building Category II with V > 100 mph Constant for Wind Exposure C Constant for Wind Exposure C Plan View L B -0 !1) TWIT WIND Lower bound height for minimum windward pressure values - typically 15 ft, but use this value conservatively to simplify loading calculations Page 1 of 6 93 of 571 4 P** Uni-Systems SkyVenture 14R4-4.2 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: 2 Kz(z) := 2.01 zg Velocity pressure exposure coefficient Kzt := 1.0 Topographic Factor Gf := 0.85 Gust Effect Factor for rigid structure GCpi := 0.18 Positive (toward surface) Internal Pressure Coefficient qz(z) := 0.00256•Kz(z)•Kzt Kd• v •I Velocity pressure as a function of height (z) gz(hR t) = 36.56 psf Velocity pressure at maximum rooftop height gz(hR m) = 30.86 psf Velocity pressure at low rooftop height qi := gz(hR t) qi = 36.56 psf Velocity pressure for internal pressure determination of all walls and roofs on enclosed building structures. *** conservatively base on max building height*** 1I1. Wind Loading on Lower Levels and Low Roof Deck LL = 3.0645 hR.m - 0.2909 hR.m = 15.2 ft Factors for External Pressure Coefficients BL LL 2 Cp L w := 0.8 Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) Cp L 1 :_ -0.25 Cp R m p := -0.18 Roof positive External Pressure Coefficient -0 9 Roof negative External Pressure Coefficient for 0 to h from windward edge Cp.R.m.n.w Cp.R.m.n.l -0 5 Roof negative External Pressure Coefficient for > h from windward edge Pw.L(z) := gz(z)'Gf'Cp.L.w - gi•GCpi Pw.lb := Pw.L(zlb) Pw.L(hL.o) = 11.9 Pw.L(hR.m) = 14.4 Design wind pressures on windward wall Pw lb = 11.9 psf at minimum limit psf at observation deck level psf at low roof deck level P1.L gz(hR.m)•Gf'Cp.L.1 - q •GCpi P1.1, = -13.1 psf Design wind pressure on leeward wall PR.m.p := gz(hR.m).Gf•Cp.R.m.p - gi•GCpi pR.m.p = -11.3 psf Design downward wind pressure on low roof Page 2 of 6 94 of 571 .40 Uni-Systems SkyVenture 14R4-4.2 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: PR.m.n.w gz(hR.m)'Gf•Cp.R.m.n.w - gi•GCpi PR.m.n.w = -30.2 psf pR.m.n.1 := gz(hR.0'Gf'Cp.R.m.n.l - gi'GCpi PR.m.n.1 = -19.7 IV. Wind Loading on Towers LT — = 0.4194 BT Cp.T.w := 0.8 Cp.T.I psf Design upward wind pressure on low roof from windward edge to h Design upward wind pressure on low roof from h to leeward edge Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw•T(z) := gz(z)•Gf•Cp•T•w - gi•GCpi Design wind pressures on windward wall pw.T(hR.m) = 14.4 psf at low roof deck level pw.T(hT.m) = 16.0 psf at mid-level of towers pw T(hs) = 17.0 psf at service deck level P1.T gz(hR.t)'Gf'Cp.T.1 - gi'GCpi P1.T = -22.1 V. Wind Loading on Diffuser LD —=1 BD Cp.D.w := 0.8 Cp.D.I :_ -0.5 psf Design wind pressure on leeward wall Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) pw.D(z) gz(z)•Gf•Cp D w - gi•GCpi Design wind pressures on windward wall pw.D(hR.m) = 14.4 psf at low roof deck level pw.D(hT.m) = 16.0 psf at mid-level of towers pw.D(hs) = 17.0 psf at service deck level p1.D gz(hR.t)'Gf'Cp D 1 - gi'GCpi PID = -22.1 psf Design wind pressure on leeward wall Page 3 of 6 95 of 571 •ice U n i -Systems SkyVenture Date of Creation: 14R4-4.2 Steel Frame December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VI. Wind Loading at LS hR.t = 2.9267 BS LS Cp.S.w := 0.8 Cp.S.I :_ -0.25 Cp.R.t.p := -0.18 Cp.R.t.n.w := -1.04 Cp.R.t.n.l := -0.9 Cp.R.S.p := -0.18 Cp.R.S.n.w := -1.04 Cp.R.S.n.l := -0.9 Service Deck and High Roof Levels = 0.6814 hR.t = 34 2 hs S = 26.35 ft 2 Factors for External Pressure Coefficients Windward wall External Pressure Coefficient (constants from Figure 6-6) Leeward wall External Pressure Coefficient (constants from Figure 6-6) Roof positive External Pressure Coefficient Roof negative External Pressure Coefficient for 0 to h/2 from windward edge Roof negative External Pressure Coefficient for > h/2 from windward edge Bottom of S.D. positive External Pressure Coefficient Bottom of S.D. negative External Pressure Coefficient for 0 to h/2 from windward edge Bottom of S.D. negative External Pressure Coefficient for > h/2 from windward edge pw.S(z) := gz(z)•Gf'Cp.S.w - g1.GCpi pw.S(hs) = 17.0 pw.S(hR.t) = 18.3 Design wind pressures on windward wall psf at service deck level psf pl.S gz(hR.t).Gf'Cp.S.I - gi'GCpi Pi.S = -14.4 psf Gf'Cp.R.t.p - qi•GCpi pR.t.p'= gz(hR.t)' PR.t.p = -12.2 psf pR.t.n.w gz(hR.t)'Gf'Cp.R.t.n.w - gi'GCpi pR.t.n.w = -38.9 pR.t.n.1 gz(hR.t).Gf.Cp.R.t.n.l - gi'GCpi pR.t.n.1 = -34.6 PR.S.p gz(hS)'Gf'Cp.R.S.p - gi•GCpi PR.S.p = -11.9 psf PR.S.n.w gz(hS).Gf'Cp.R.S.n.w - gi'GCpi PR.S.n.w = -37.2 PR.S.n.l gz(hS)'Gf'Cp.R.S.n.l - gi'GCpi pR.S.n.1 = -33.1 at high roof level Design wind pressure on leeward wall Design downward wind pressure on high roof Design upward wind pressure on high roof from psf windward edge to h/2 Design upward wind pressure on high roof from psf h/2 to leeward edge Design upward wind pressure on bottom of S.D. Design downward wind pressure on bottom of S.D. psf from windward edge to h/2 Design downward wind pressure on bottom of S.D. psf from h/2 to leeward edge Page 4of6 96 of 571 • Uni-Systems SkyVenture 14R4-4.2 Steel Frame Date of Creation: December 2007 Design Evaluation for: Approved By: Wind Loading Approval Date: VII. Summary of Design Wind Pressures (pst) for Wind on Short Dimension Face with Positive Internal Pressure Positive values are toward surface Negative values are away from surface Windward Face Leeward Face High Roof Pw.S(hR t) = 18.3 Service Deck Mid -Level of Towers Low Roof Observation Deck Ground Level P1.S = -14.4 pw.S(hs) = 17.0 PI.S = -14.4 Pw.T(hS) = 17.0 P1.T = -22.1 pw D(hS) = 17.0 (diffuser) PI.D = -22.1 (diffuser) Pw.T(hT.m) = 16.0 P1.T = -22.1 Pw.D(hT.m) = 16.0 (diffuser) PI.D = -22.1 (diffuser) Pw.T(hR.m) = 14.4 Pw.L(hR.m) = 14.4 Pw.D(hR.m) = 14.4 (diffuser) Pw.L(hL.o) = 11.9 Pw.lb = 11.9 Roof Low Roof hR.m = 30. ft f Windward face to h) p1.T=-22.1 P1.L = -13.1 PI.D = -22.1 (diffuser) PI.L = -13.1 pl.L = -13.1 Roof Lto Leeward face) positive PR.m.p = -11.3 pR.m.p = -11.3 negative PR.m.n.w = -30.2 PR.m.n.l = -19.7 Bottom of S.D. hS = 52.7 ft (Windward face to h/2) (h/2 to Leeward face) positive PR.S.p = -11.9 PR.S.p = -11.9 negative PR.S.n.w = -37.2 PR.S.n.l = -33.1 High Roof hR.t = 68 ft (Windward face to h/2) (h/2 to Leeward facet positive negative PR.t.p = -12.2 PR.t.n.w = -38.9 pR.t.p = -12.2 pR.t.n.l = -34.6 Page 5 of 6 97 of 571 4040% .0 • U n i -Systems SkyVenture 14R4-4.2 Steel Frame Design Evaluation for: Wind Loading Date of Creation: December 2007 Approved By: Approval Date: Vlll. Moment from Wind Load Eccentricity Procedure : Assume a linear wind load across each floor level with maximu ends of the stucture and zero at the middle. Then the moment created triangular distributions on each side is (2/3*B)*(1/2*B/2*fm), where B is the maximum wind pressure at the outer edges of the structure. fm can equal to the ASCE 7-05 wind moment equation of MT = 0.75(Pw+Pi)*B* m positive and negative values at the by an equivalent force couple of the the windward face dimension and fm is be found by setting the above equation (0.15*B), where PW is the windward pressure and P1 is the leeward pressure. This results in fm = 0.675*(Pw Pi). High Roof Service Deck Mid -Level of Towers Low Roof Observation Deck Wind Moment Maximum End Wind Pressures fm (Dsf). 0.675(pw.S(hR.t) — p1.S) = 22.0 0.675(pw.S(hs) — p1.S) = 21.2 0.675(pw.T(hS) — p1.T) = 26.4 0.675(pw D(hS) — P1.13) = 26.4 (diffuser) 0.675(pw.T(hT.m) — p1.T) = 25.7 0.675(pw D(hT.m) — p1.D) = 25.7 (diffuser) 0.675(pw.T(hR.m) — pl.T) = 24.7 0.675(pw.L(hR.m) — pl.L) = 18.6 0.675(pw D(hR.m) — p1.D) = 24.7 (diffuser) 0.675(pw.L(hL.0) — p1.L) = 16.9 Ground Level 0.675(pw lb — pl.L) = 16.9 Page 6 of 6 98 of 571 1 1 i /-0.2.--;/ SKYENTURE 1 1 1 1 MEMBER SIZING CALCULATIONS 1 1 1 1 1 1 UNI -SYSTEMS 14R4-4.3 STRUCTURAL STEEL CALCULATIONS I JUSTIN WALDRON, P.E. UNI -SYSTEMS, LLC JANUARY 21, 2008 1 1 99 of 571 ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B1 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B1 Design for Partial Composite Wide Flange Flexure Member Cross-section Inputs: LW14X43. -f Ag := 12.6•in2 d := 13.7in tom, := .305•in Ix := 428in4 Sx := 62.6•in3 Zx := 69.6•in3 Iy := 45.2 . in4 Sy := 11.3 • in3 Zy := 17.3 • in3 is := 4in tr := 1.5in concrete slab thickness decking rib height Based on AISC SCM 13th ed.(2005) bf := 8.00•in rx := 5.82•in ry := 1.89•in tf := .530kdes 1.12in Jt := 1.051114 CK, := 1950in6 Material Inputs: Steel: Concrete: FY := 50•ksi Es := 29000•ksi fc := 4ksi we := 150pcf Fu := 65•ksi 1.5 Fust 65ksi Stud strength Ec (pcf) !(.ksi ksii= 3674.2•ksi Analysis Inputs: sb := 78in Beam spacing s beff := 2.— b = 78.0•in Effective width of concrete 2 Es Nr := = 7.89 Modular ratio Ec Dst := 0.625in Diameter of arc stud sst := 12in Spacing of stud pairs along length of beam Lbx := 12in Unsupported Length of Member Perpendicular to Strong Axis Bending Ls := 373in Span length of member Mxmax 2270•kip•in Applied maximum Factored strong axis moment (absolute value) AL := 0.56in Vymax := 24.4kip Maximum unfactored live load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 4 100 of 571 40. +4 ••• Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B1 Flexure Member Approved By: Approval Date: Chapter 13: Design of Composite Flexural Members The beams are designed as partially composite for live loads. Formed steel deck is used beneath the concrete with the ribs oriented perpendicular to the beams. Studs 5/8 inch in diameter are placed in pairs split 3 inches apart at a spacing of 12 inches along the the entire span length of the beam. 2d. Shear Connectors Ac := bef•(ts - tr) Ac = 195.0•in2 2 Asc •- �'Dst Asc = 0.307•int 4 Ls 1 ns.• —.— 2 sst ns i = 15.5 ns := 32 Rg := 0.85 Rp := 0.6 Qn := min(0.5Asc• fc•Ec,Rg•Rp•Asc'Fu.st) = 10.2•kip V1 := 0.85•fc•Ac V1 = 663.0•kip V2 := Fy•Ag V3 := ns'Qn Vsc := min(V 1, V2, V3) V2 = 630.0•kip V3 = 325.4•kip Vsc = 325.4•kip 2c. Strength of Composite Beams with Formed Steel Deck 41) := .90 d - 2•kdes t - 37.6 Xlt :_ w := Vsc ad - 1.227•in 0.85•fc'beff ad di := is - 2 d2 := Oin d 3 :- 2 Area of concrete Area of shear connector Number of studs per line per half Number of studs per half Stud strength factors Strength per shear connector Concrete crushing strength Steel beam yield strength Shear connector shearing strength Controlling shear transfer strength LRFD resistance factor used for bending 3.76• s = 90.6 Web buckling factor and maximum limit Fy d1 = 3.386•in d3 = 6.850•in - use plastic moment for strength Concrete compression block depth Distance from centroid of compression force to the top of steel section. Distance from centroid of compression force in steel section to top of steel section. Zero for no compression in steel section. Distance from Py to top of steel section Page 2 of 4 101 of 571 .4$ .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B1 Flexure Member Approved By: Approval Date: PY '— • AgFY Py = 630.0 -kip Mnx := Vsc-(di + d2) + Py•(d3 — d2) Mnx = 5417.6•kip•in trix Tensile force in steel section Nominal strong axis flexural strength of partially composite section Design strong axis flexural strength for use with factored loading Approximate Elastic Moment of Inertia of Partially Composite Section (Comm. 13.1) bef beffs N beff.s = 9.882•in r As.c := beff.s•(ts — tr) As.c•(ts + A ts + dl 2 g\\ 2 Yb '= yb = 4.492•in As.c + Ag Itr := Ix + 12'beff.s'(ts— tr)3+ As.c'[(ts L — t 2 r) 2 Yb1 Equivalent width of concrete as steel As.e = 24.7.in2 Equivalent area of conrete as steel Distance from top of slab to elastic neutral axis _ Vsc Ieff Ix + min(V1,V2) (Io. — Ix) 2 is — yb) In = 1209.89.in4 Fully composite transformed elastic moment of inertia Ieff• = 990.0 • in4 Effective partially composite elastic moment of inertia Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (Ov yd := 1.0 cOv.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength h := d — (2•kdes) Aw := d -tµ, h = 11.5•in Ate, = 4.2•in2 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Web height for Case 9 in Table 64.1 Shear area of web Page 3 of 4 102 of 571 Otto Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B1 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw Fy kv•E hkv•E (ii) For 1.101j < — S 1.37 Fy tw Fy h kv•E (iii) For —h > 1.37 tw Fy (c) Governing Resistance ckvy= 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y vn.y' Limit State Shear = "Yielding" Web shear coefficient when < 2.24 tv Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•Es Fy Cv.b.ii := 1.10 h 25.4.kip y Vn.y tw kv•Es := 1.51 • 2 (h F tw) y Nominal shear strength for strong axis bending Design strong axis shear strength for use with 25.4kip factored loading Summary of Resistance versus Demand and Required Number of Bolts Resistance Demand Unity Check Moment Shear Live Load Deflection <ob•Mnx = 4875.8•kip. in 4*.v Y Vn y = 125.4. kip Ls 360 = 1.036•in Mxm = 2270.0•kip •in Mxmax Vymax = 24.4 -kip AL = 0.560•in - 0.47 (1)b•Mnx Vymax - 0.19 4v.y Vn.y AL• 360 - 0.54 Ls Page 4 of 4 103 of 571 •ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B2 Biaxial Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B2 Design for Wide Flange Biaxial Flexure Member Cross-section Inputs: W14 X 43'+ Ag := 12.6•in2 Ix := 428in4 Iy := 45.2 • in4 4 Material Inputs: F := 501si Fu := 65•ksi Analysis Inputs: Ls := 373in Lbx := 12in Lby := 373in d := 13.7in Sx := 62.61n3 Sy := 11.3•in3 Es := 29000•ksi tom,:= .305•in Zx := 69.6•in3 = 17.3 •in Zy : 3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 8.00•in rx := 5.82 -in ry := 1.89•in tf := .530•in Jt := 1.05in4 Cw := 1950in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Mxmax := 1474 -kip -in Applied maximum Factored strong axis moment (absolute value) 94kip.in Applied maximum Factored weak axis moment (Absolute Value) Mymax Applied maximum Factored strong axis shear (absolute value) Vymax := 15.9kip Vxmax := 1.0kip Applied maximum Factored weak axis shear (absolute value) kdes 1.12in Page 1 of 6 104 of 571 Urea -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B2 Biaxial Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (0b :_ .90 Cb := 1.0 B4. Classification of Sections for Local Buckling bf b := — 2 x1 Xl = 7.5 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 tf Xp l = 9.2 Xri = 24.1 Casel_Check = "Flange Compact" h := d – (2•kdes) h X9 :='w Es Xp9 := 3.76. — FY Xj := 5.70•[ET — Y Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 11.5•in Web height for Case 9 in Table B4.1 X9 = 37.6 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 6 105 of 571 •i011 ce Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B2 Biaxial Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. if there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx Myx := Mp Myx = 3480•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76.ry. Lp = 6.68•ft ho := d — (tf) c1:= 1 its Sx Lr:= 1.95•rts' Lr = 20.02 . ft Mn1 := Cb. ho = 13.2•in its = 2.2•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric -shape Effective radius of gyration . Es \ / Jt'cI .7 FY/ Sx ho/ 1+ I1+6.76. Mp — [Mp — (.7•Fy•Sx)] MnI if(Mn1 <Mp,Mn1,Mp) Mn1 = 3480•kip•in Fcrx :_ Cb•1r2•Es ( Lbx \ 2 _arts/ Lbx — Lp Lr — LP jl + .078• Jt cI \ iLbx\2 OSh x o/ \ its / Critical elastic lateral torsional buckling stress when LFcrx = 9.44 x 103•ksi b Lr 7 Fy\ (Sx•ho\ Es / \ Jt'cI / _ If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Mn2 := Fcrx' Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 3480•kip•in Limit State = "Yielding" 3480•kip•in 2•kip•in Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 6 106 of 571 ;ice± U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B2 Biaxial Flexure Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•Zy),(1.6•Fy•Sy)] Myy := Mpy Myy = 865•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 / �`1 �`pl \- MPY - [MPy - (•7•FY SY)� >`rl pli_ Mync = 915.4•kip•in (c) For section with slender flanges .69.Es Plastic moment establishing the limit state of yielding Mync := Fcry :_ Fcry = 351.31si Mys . Fcr.y•Sy Y` Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis 65 kip in Nominal flexural strength for weak axis bending Weak_Axis_Limit_State "Flange Yielding" Design weak axis flexural strength for use with b'Mny ` 778.5•kip. factored loading Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force P (b) Where r < .2 Pr = 0 for Biaxial Bending ONLY Pc Mrx := Mxmax Mry := Mymax Mcx :_ 43'b'Mnx Mcy:= kb•Mny Mrx = 1474.0•kip•in Required strong axis flexural strength Mn = 94.0•kip•in Required weak axis flexural strength Mcx = 3132.0 kip• in Available strong axis flexural strength Mcy = 778.5 • kip in Available weak axis flexural strength Mrx M Unity_Check := + — Mcx Mcy The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Unity_C eck = 0.6 If value is greater than 1, member fails H1 provisions Page 4 of 6 107 of 571 4 11�� Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B2 Biaxial Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v yd := 1.0 c['v.b 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Aw := d•tw Aw = 4.2•in2 Shear area of web (a) Yielding Web shear coefficient when h < 2.24 — E Cv yd := 1.0 tw FY (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — < 1.10 tw Fy Cv.b.i 1.0 Web shear coefficients for buckling kv•E h kv•E jk.Es (ii) For 1.10 < -h < 1.37 F tw F F Y Y Cv.b.ii 1.10 - hY h kv•E (iii) For —h > 1.37 tw Fy ePv y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y tv kv•Es Cv.b.iii 1.51 2 h •Fy tw Limit_State_Shear = "Yielding" kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with v Y Vn y = 12.554 •kip factored loading Page 5 of 6 108 of 571 �i�.f Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B2 Biaxial Flexure Member Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 15.1 tf (I)v.x 4v.yd Cv.x Cv.yd must be less than Af bf.tf Vn.x := 0.6F3,•(2Af).Cv.x 2.24 = 53.9 FY �v.x = 1.0 Cvx= 1.000 Af=4.2in2 254.4 -kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 -- tw Fy n.x'= 254.4•ktp factored loading Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Stong Axis d)v Y Vn y = 125.4 -kip Weak Axis (1)v.x'Vn.x = 254.4•kip Vymax = 15.9•kip Vxmax = 1.0 kip Page 6 of 6 109 of 571 +44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B10 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B10 Design for Wide Flange Beam -Column Member Cross-section Inputs: W$0)(49 Ag := 14.4 int Ix := 272in4 Iy := 93.4•in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 391 in Lbx := 12in Lby := 195.5in Kx := 1 Ky:= 1 d := 10.0in Sx := 54.6-in3 Sy := 18.7•in3 Es := 29000•ksi Mxmax := 299•kip•in Rm := 1 Mymax 95kip•in Vymax 9.2kip Vxmax .7kip PC := 22.9•kip 4)Rn.b := 11.1 kip tµ,:= 0.34•in Zx := 60.4•in3 Zy := 28.3•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 10.0•in rx := 4.35•in ry := 2.54•in tf := 0.56•in Jt := 1.39in4 Com, := 2070in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges kdes 1.06in Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 110 of 571 044 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B10 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions (1)c := .90 E2. Slenderness Limitations Kx'Lbx x:= "x=4.7 ry Ky•Lby rx "y = 44.9 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 8.9 tf Es Ara :_ .56. F Y LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) — = 23.2 tw Es >`r10 1.49• —FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 7.9.in Web height for Case 10 in Table B4.1 xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements "max m"x> Ty) "max = 44.94 Controlling column slenderness parameter Fe :_ "max2 2 7r• Es Fe = 141.7•ksi Elastic Critical Buckling Stress Page 2 of 9 111 of 571 4144 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: 610 Beam -Column Member Approved By: Approval Date: F " Y Fe Fcl :_ .658 , •FY Fc2 :_ .877Fe Critical stress equations E Fcr := if `f'max 4.71' Fs ,Fcl ,Fc2 Fcr = 43.14•ksi Flexural Buckling Stress Y Pn Fcr Ag Pn ,,559.0 • ki E7. Members With Slender Elements 1. Slender Unstiffened Elements Design Compressive Strength of Column Without Slender Elements > Pc OK rs Qsl 1.0 Reduction factor used when b.56. Qs2 := 1.415 — .75(1L) FY Es b rstf). Es Reduction factor used when .56• << 1.03•Ytf .69• Es E Qs3 '— Z Reduction factor used when b >> 1.03. s tf F FY•( -11) Y tf Qs = 1.0 Reduction factor for slender unstiffened elements 2. Slender Stiffened Elements he.t := 1.92•tw• Es . 1 _ .34 Es h Fcr cr heff := min(h,he) Aeff := heff'tw Aeff Qa t Q := Qa'Qs ( Q•F Y Fe Fc3:= .658 /•F•Q 43.14•ksi Fc.red = Pn.red := Fc.red'Ag tw heff = 7.9•in Aeff = 2.7• int he := if (he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Q = 1.0 Q = 1.0 Fc4 :_ .877Fe ?c'Pn.red ;5fi59s0;ltip Reduction factor for slender stiffened elements in the cross-section Fc.red := if `I'max E 4.71• s ,Fc3,Fc4 Q•FY Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 112 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B10 Beam -Column Member Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (kb :_ .90 cb := 1 Cb := if (cb <_ 3.0, cb, 3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf Al :_ �f Es >`pi :_ .38• F rF Ari := 1.0. b = 5.0•in Al = 8.9 Api = 9.2 >`r l = 24.1 Case 1_Check = "Flange Compact" d – (2 • kdes) A9 _ t w Es Ap9 := 3.76. — FY Es 5.70. — FY h = 7.9•in A9 = 23.2 Xp9 = 90.6 Xr9 = 137.3 Case9_Check = "Web Compact" LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. Flange width for Case 1 in Table B4.1 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 113 of 571 4 1 4• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B10 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F1.3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy' Zx Mix := Mp Mix = 3020•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E s Lp:= 1.76•ry• FLp=8.97ft y ho:=d—(tf) cl:= 1 ho = 9.4•in ii�� Com, its :_ -Y its = 2.8•in Sx Lr:= 1.95•rts• Lr = 31.59•ft Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration 2 / Es J'ci _7•Fy /S ho '1+ 1+6.76 7 Fy Sx.ho) Es ` Jt•cI M C • Mp — p — (.7•Fy•Sx)]• Lbx — Lp nl b �MLr — Lp MnI := if(Mn1 Mp,Mnl,Mp) Mn1 = 3020-kip•in Fcrx :_ Cb•Tr2'Es 1 + .078• / Lbx 2 its)_ 1 Jt'cI /Lbx\2 Sx•ho `its j Mn2 := Fcrx' Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 3020•kip•in If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be Tess than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 1.6 x 104• ksi r M x!= 302Utkip.ir Limit State = "Yielding" 6 b;-NIr�-271�8:kip.in L ` LER,...) .... . 1 Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 114 of 571 •40$ .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B10 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•Zy),(1.6•Fy•Sy)] Plastic moment establishing the limit state of yielding Myy := Mpy Myy = 1415•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 Mync := MPy [M Py — (.7.Fy.Sy)] �`xi �`p>`:r1— Xp 1 Myno = 1426.4•kip•in (c) For section with slender flanges .69 -Es Fen, :_ b 2 f 2•tf Fin = 251.0•ksi Mys := Fin, Sy M yep--- 1415 Jkip.in Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Weak Axis_Limit_State = "Flange Yielding" 14Mny^—e 17?S;kip ijfloadingDactored axis flexural strength for use with Page 6 of 9 115 of 571 .01$ .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B10 Beam -Column Member Approved By: Approval Date: Chapter H: Desiqn for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 22.9•kip Pc := mm(4)c'Pn,(0c.Pn.red) Pc = 559.0•kip MDC := Mxmax Mrx = 299.0•kip•in Mry := Mymax Mry = 95.0•kip•in Mcx :_ (1)b•Mnx Mcx = 2718.0•kip•in Mcy := (1)b•Mny Mcy = 1273.5•kip•in Pr X —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.04 Parameter used to detemine proper force combination (a) Where Pr > .2 H1_la := Pr + 8(Ma+MryPc Pc9Mcx Mcy/ (b) Where —Pr < .2 Pr (Mix Mry PH1_1b:=—+ —+—) c 2Pc `Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) lU ni`:_Check If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 116 of 571 4011 014 4.40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B10 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension fieldaction is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v.yd := 1.0 4)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength Aw := d•tw Aw = 3.4.in2 Shear area of web (a) Yielding C := 1.0 Web shear coefficient when h < 2.24 F v.yd y (b) Buckling kv := 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — <_ 1.10 tw Fy Web shear coefficients for buckling Cv.b.i := 1.0 kv•E h kv•E kv.Es (ii) For 1.10 F– < —t < 1.37 tw F F Y Y Cv.b.ii := 1.10 hY h kv•E (Hi) For —h > 1.37 tw Fy Cv.b.iii := 1.51 ivy= 1.0 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y Vn 102.0•kip Limit State_Shear = "Yielding" tw kv•Es ( h 12 \ tw i FY Nominal shear strength for strong axis bending Design strong axis shear strength for use with 02.O•kip' factored loading Page 8 of 9 117 of 571 'moi01 * 40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B10 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1b if the flange exceeds the slenderness limit. bf = 17.9 tf must be less than r—s2.24=53.9 (kv.x := kv.yd �v.x = 1.0 Cv.x := Cv.yd Cv.x = 1.000 Af := bf•tf Af = 5.6•in2 Vn.x := 0.6•Fy•(2Af).Cv.x V • 336.0•kip n; LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 t� Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with _ - 336`0.kip factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis 4.Vn y = 102.0•kip Shear Vymax = 9.2•kip Connection Vb := j(vymax2 + pc2) Weak Axis (kv.x. Vn.x = 336.0• kip Vxmax = 0.7•kip Required Bolts Vb - 2.2 (I)Rn.b Including Axial Load Vxmax - 0.1 4Rn.b Page 9 of 9 118 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: BI1 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B11 Design for Partial Composite Wide Flange Flexure Member Cross-section Inputs: .W18X35. Ag := 10.3•in2 Ix := 510in4 Iy := 15.3 • in4 is := 5.0in tr := 2.0in Material Inputs: Steel: F := 50•ksi Fu := 65-ksi Fu.st 65ksi Analysis Inputs: sb := 92in d := 17.7in tom, := 0.300•in Sx := 57.6• in3 Zx := 66.5 • in3 Sy := 5.12•in3 Zy := 8.06•in3 concrete slab thickness decking rib height s beff := 2.— b = 92.0•in 2 Es Nr := = 7.89 Ec := 0.625 in Dst sst := 12in Lbx := 12in Ls := 395in 3127 kip • in Mxmax OL •.= 0.59in 31.7kip Vymax Es := 29000•ksi Stud strength Beam spacing Effective width of concrete Modular ratio Diameter of arc stud Based on AISC SCM 13th ed.(2005) bf := 6.00•in rx := 7.04•in ry := 1.22•in Concrete: fc := 4ksi t f := 0.425 • in Jr := 0.506in4 Com, := 1140in6 we := 150pcf 0.827in kdes 1.5 Ec: (pcf) j(ksi)•ksi = 3674.2•ksi Spacing of stud pairs along length of beam Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Maximum unfactored live load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 4 119 of 571 • 4 04.• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B11 Flexure Member Approved By: Approval Date: Chapter 13: Design of Composite Flexural Members The beams are designed as partially composite for live Toads. Formed steel deck is used beneath the concrete with the ribs oriented perpendicular to the beams. Studs 5/8 inch in diameter are placed in pairs split 3 inches apart at a spacing of 12 inches along the the entire span length of the beam. 2d. Shear Connectors Ac .- beff (ts - tr) 2 m Dst Asc := 4 Ls 1 :_ — 2 sst Ac = 276.0 • in2 Area of concrete Asc = 0.307•in2 Area of shear connector ns i = 16.5 Number of studs per line per half ns := 34 Number of studs per half Rg := 0.85 Rp := 0.6 Stud strength factors Qn := min(0.5Asc fc'Ec,Rg'Rp'Asc'Fu.st) = 10.2•kip Strength per shear connector V1 := 0.85•fc•Ac V1 = 938.4•kip Concrete crushing strength V2 :=Fy•Ag V2 = 515.0•kip Steel beam yield strength V3 := ns•Qn V3 = 345.8•kip Shear connector shearing strength Vsc:=min(V1,V2,V3) Vsc = 345.8•kip Controlling shear transfer strength 2c. Strength of Composite Beams with Formed Steel Deck 4)b := .90 d - 2•kdes Es = 53.5 �`lt := 3.76• — = 90.6 Web buckling factor and maximum limit tw Fy - use plastic moment for strength xvv LRFD resistance factor used for bending ad := Vsc - 1.105•in 0.85•fc'beff ad dl:=ts- 2 d2 := Oin d d3. 2 dl = 4.447•in d3 = 8.850•in Concrete compression block depth Distance from centroid of compression force to the top of steel section. Distance from centroid of compression force in steel section to top of steel section. Zero for no compression in steel section. Distance from Py to top of steel section Page 2 of 4 120 of 571 .46 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: BI1 Flexure Member Approved By: Approval Date: Py := Ag•FY Mnx := Vsc'(d1 + b' P = 515.04kip d2) + Py•(d3 — d2) 6095.6•kip•in Mnx = = 5486.kip.ita Tensile force in steel section Nominal strong axis flexural strength of partially composite section Design strong axis flexural strength for use with factored loading Approximate Elastic Moment of Inertia of Partially Composite Section (Comm. 13.1) beff beff s := Nr As.c := beffs•(ts — tr) As.c' is — tr + A•is + d\ 2 g( 2j As.c + Ag Yb beff.s = 11.656•in Equivalent width of concrete as steel As.c = 35.0•in2 Equivalent area of conrete as steel yb = 4.310•in Distance from top of slab to elastic neutral axis r(t —t) 2 ( 2 3 Itr Ix + 12 beff.s'(ts — tr)+ As.c'L s 2 r yb] + Ag'l2 + is — Yb) Leff := Ix + Vsc min(V1,V2) lltr— Ix) Itr = 1749.76•in4 Fully composite transformed elastic moment of inertia Ieff = 1525.9•in4 Effective partially composite elastic moment of inertia Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v yd := 1.0 Ov.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength h := d — (2•kdes) h = 16.0•in A� := d•tw A = 5.3•in2 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Web height for Case 9 in Table B4.1 Shear area of web Page 3 of 4 121 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B11 Flexure Member Approved By: Approval Date: (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For –h < 1.10 t� Fy kv•E h 1 kv•E (ii) For 1.10 < –h <_ 1.37 Fy tom, Fy h kv•E (iii) For –h > 1.37 tw FY (c) Governing Resistance ivy= 1.0 Cvy= 1.000 Vn y := Fy Aw•Cv.y Web shear coefficient when h < 2.24 E t Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv-Es Fy Cv.b.ii := 1.10 h tw kv.Es Cv.b.iii 1.51• (hJ2 •Fy tw INV = 169`.3 •kip Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with •Vn ,1.59.34ki! factored loading Summary of Resistance versus Demand and Required Number of Bolts Moment Shear Live Load Deflection Resistance d)b•Mnx = 5486.0.kip. in d)v.y-Vn.y = 159.3.kip Ls — = 1.097 -in 360 Demand Unity Check Mxmax = 3127.0• kip • in Mxmax Vymax = 31.7 -kip AL = 0.590 -in 4)b' Mnx – 0.57 Vymax – 0.20 4v.y• Vn.y 4L•360 = 0.54 Ls Page 4 of 4 122 of 571 10 11%, U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B13 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B13 Design for Wide Flange Flexure Member Cross-section Inputs: W21 X 55 Ag := 16.2•in2 Ix 2 := 1140in4 Iy := 48.4•in4 Material Inputs: d := 20.8in tom,:= 0.375 -in Sx := 110•in3 Zx := 126•in3 Sy := 11.8•in3 Zy := 18.4•in3 Fy := 50•ksi Es := 29000•ksi Fu := 65•ksi Analysis Inputs: Lbx 12in Ls := 395in Mxmax 3001•kip•in Rm := 1 AL := 0.63in Vymax 30.0kip Based on AISC SCM 13th ed.(2005) bf := 8.22•in rx := 8.40 -in ry := 1.73•in tf := 0.522•in kdes 1.02in Jt := 1.24in4 Cµ, := 4980in6 Fub := 48ksi Shear strength of A325 bolt with nominal diameter .5" through 1" Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored live load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 123 of 571 •4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B13 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)1) :_ .90 Cb := 1 Compression Flange has small unbraced length B4. Classification of Sections for Local Buckling bf b := — 2 Xi := X1=7.9 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.1•in Flange width for Case 1 in Table B4.1 Es xpi:_.38. FY rF Xri := 1.0• Xp1=9.2 >r1 = 24.1 Casel_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h := d – (2•kdes) h = 18.8•in Web height for Case 9 in Table B4.1 X9 := h X9 = 50.0 Width to thickness ratio used in Case 9 for web local tw buckling in bending 3.76. Fs Xp9 = 90.6 N.g := 5.70• Fs Xr9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 124 of 571 4 • 0. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B13 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx Myx := Mp Myx = 6300•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Es Lp := 1.76•ry• Lp = 6.11 -ft y h° := d — (tf) h° = 20.3•in cl:= 1 its .— 1y'Cw Sx its = 2.1•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es / Jt'0I � Lr:= 1.95 its 1 + 1 + 6.76• 7Fy Sxhoi Lr = 17.4•ft Mnl := Cb. Mp — [Mp — (.7•Fy•Sx)] Lbxbx — 11))1 Lr— Lp MnI:= if(Mn1 <Mp,Mn1,Mp) Mn1 = 6300•kip•in Fcrx :_ Cb'�2'Es Jt'cI �Lbx�2 1 + .078 (Lbx its Mn2 := Fcrx' Sx MnE := if (Mn2 < Mp, Mn2, Mp) MnE = 6300•kip•in Limit State = "Yielding" .7.Fy Sx•h° 2 Es .1t'cI If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Sx h° its Critical elastic lateral torsional buckling stress when Fax = 8.88 x 103•ksi� Lr M•` 6300.16pin li b,Mnx "a5670,kip•i Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 125 of 571 • 4 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B13 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions $v yd := 1.0 (0v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw= 7.8•in2 A. , := d•tw, (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw FY kv•E h jkv•E (ii) For 1.10 < — < 1.37 FY tw FY h lc. (iii) For —h > 1.37 tw FY (c) Governing Resistance ivy= 1.0 Cvy= 1.000 Vn.y 0.6•Fy•Aw•Cv.y LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24- tw, FY Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•Es FY Cv.b.ii := 1.10 h Cv.b.iii := 1.51 • 2 Vn,y=-234.0Acm Limit State Shear = "Yielding" tw kv•Es �28At0:.kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4of5 126 of 571 4‘. Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B13 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance cbb'Mnx = 5670.0•kip•in Shear •:Pv Y Vn y = 234.0.kip Live Load Deflection Ls 360 Bolt Strength db := .875in Ns := 1 4)Rn.b (.75)•Fub'Ab'Ns Vymax Nb (I)Rn.b = 1.097•in 7r 2 Ab := 4db (1)12.n.b = 21.6•kip Nb -1"`i bolts Demand Unity Check Mxm = 3001.0•kip•in Mxmax V Vymax = 30.0 kip ymax — 0.13 (I)v.y' Vn.y OL = 0.630•in OL•360 — 0.57 fib' Mnx — 0.53 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5 of 5 127 of 571 .41 +100 itefr U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B14 Beam -Column Member Date of Creation: January 18, 2008 Approved By: Approval Date: B14 Design for Wide Flange Beam -Column Member Cross-section Inputs: W1(O;X 33-: Ag := 9.71 • in2 lx := 171in4 IY := 36.6• in4 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Ls := 391in Lbx := 195.5in Lby := 391in Kx := 1 Ky := 1 d := 9.73in Sx := 35.0•in3 Sy := 9.2•in3 Es := 29000•ksi Mxmax := 565•kip•in Rm := 1 127kip•in Mymax := Vymax := 7.lkip Vxmax 3.8kip PC := 23.1.kip (jamb := 11.1kip tom,:= 0.290•in Zx := 38.8•in3 Zy := 14.0•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf := 7.96•in rx := 4.19•in ry := 1.94•in tf := 0.435 .in Jt := 0.583in4 Cw := 791 in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force kdes 0.935in Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 128 of 571 1$� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions ctic := .90 E2. Slenderness Limitations "x-KxLbx t'x=100.8 KK ry Kv•Lby rx �I' = 93.3 B4. Classification of Sections for Local Buckling if < 200 OK bf b := — 2 —=9.1 tf Es Xr3 := .56• F LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 4.0•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2 • kdes) — = 27.1 tw Es x00:=1.49• —FY Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression h = 7.9.in Web height for Case 10 in Table B4.1 Xr10 = 35.9 Case10 Check = "Web OK" Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements 'max max(`I'x> Wy) "max = 100.77 Fe :_ 2 `max 7r2 -Es Fe = 28.18•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 129 of 571 1111 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: FYi Fe Fel := x.658 /•FY / Fcr := if 'max < 4.71 • Pn Fcr Ag Es Fy Fc2 :_ .877Fe Critical stress equations c1,Fc2Fcr = 23.8•ksi Flexural Buckling Stress E7. Members With Slender Elements 1. Slender Unstiffened Elements Qs1 1.0 1 Fy Qs2 := 1.415 — .75f �) Es .69. Es Qs3 F - (tf J 2. Slender Stiffened Elements het := 1.92 twEs• 1 — .34 Es Fcr h Fcr tw hell• := min(h,he) heff = 7.9•in Aeff = 2.3•in2 Aeff := her tw Aeff Qa :— h tom, Q := Qa' Qs / Q•F Y Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when Reduction factor used when Reduction factor used when Qs = 1.0 1 1 1 1 1 1 b Es t 5.56 F1 f y .56•Es < b < 1.03• Es FY tf Fy 1 r's >_1.03.tf Reduction factor for slender unstiffened elements he := if(he.t > 0, he.t, h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Q = 1.0 Reduction factor for slender stiffened elements in the cross-section F / E Fc3 :_ `.658 e •Fy•Q Fc4 :_ .877Fe Fc.red := if 'Pmax <— 4.71 • s QF yi Fc.red = 23.8•ksi Pn.red:= Fc.red'Ag csP-4' 207.9;kip ,Fc3,Fc4 Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 130 of 571 1 1 1 1 1 1 1 1 1 1 • 4$ ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B14 Beam -Column Member Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions O.b :_ .90 cb := 1 Cb := if(cb<_ 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling }, bf X1 := X1 = 9.1 b = 4.0• in tf Es >p1 :_ .38• F y ET Xri := 1.0• F y >.p l = 9.2 Xri = 24.1 Casel_Check = "Flange Compact" := d - (2•kdes) X9:= Es Xp9 := 3.76• — Fy rEs X := 5.70• — Fy h = 7.9• in X9 = 27.1 Xp9 = 90.6 Xr9 = 137.3 Case9_Check = "Web Compact" LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. Flange width for Case 1 in Table B4.1 Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 131 of 571 Oo • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding MFy'Z p x MYx= Mp MYx = 1940•kip•in 2. Lateral Torsional Buckling Es := 1.76.ry• Lp = 6.85•ft Lp y ho := d - (tf) c1:= 1 ho = 9.3.in C its := 3 w its = 2.2•in x Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es ( Jt'cI Lr := 1.95•rts 1 + 1 + 6.76. .7.F S .h y ` xo Lr= 21.8341 - MnI := Cb Mp - [Mp - (.7 Fy Sx)] Lp Lbx Lr - Lp Mn1:= if(Mn1 <Mp,Mn1,Mp) 1489.3•kip•in MnI = Fcrx Cb•7r2.Es Lbx 2 its 1 + .078• Mn2 := Fcrx.Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 1846.01. kip. in Limit;State = "Inelastic LTB" Jt' cI (Lbx 2 Sx'ho its 7•Fy� ISx•ho� Es i \ Jt'0I If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Fcrx = 52.74•ksi TA• 1:489.3.4 ft n E b°,Mn= x 1340.4:kip•-in Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp<Lb<Lr. Critical elastic lateral torsional buckling stress when Lb>Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 132 of 571 40. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding MpY := min[(Fy.Zy),(1.6•FY•Sy)] MYY := MpY MYY = 700•kip•in 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 _X1Xpl Mync Hpy — [MPY — (.7•FY•SY)] xrl xpl MYnc = 700.1 •kip•in (c) For section with slender flanges .69. Es Fen, :— Plastic moment establishing the limit state of yielding b 2 f 2•tf Fed, = 239.0•ksi MYs := Fen • S MY� 7,DUO;:k�p•in Weak Axis_Limit_State = "Flange Yielding" Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending j Design weak axis flexural strength for use with = 6301615_,`: in factored loading Page 6 of 9 133 of 571 40.4 U n i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion H1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pr = 23.1 -kip Pc := minOc'Pn,Oc'Pn.red) Pc = 207.9 -kip Mrx := Mxmax Mrx = 565.0•kip•in Mry := Mymax Mry = 127.0 -kip -in Mcx (1)b'Mnx Mcx = 1340.4 kip • in Mcy:= (0b Mny Mcy= 630.0•kip•in Pr X := —Pc Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination (a) Where Pr z .2H1 la := Pr + 8 Mrx + Mry Pc - Pc 9 Mcx Mcy P (b) Where r < .2 H1 lb := Pr + Mrx + Mry Pc Hl_ lb Mcx Mcy Unity_Check := if (x .2,H1_1a,H1_1b) Unity- Check 0.68 If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed.to use Section H2 provisions which combine only the stresses occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7 of 9 134 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Un is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v.yd := 1.0 (I)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 2.8•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For - < 1.10 F w y LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b. • :=•1.0 kv•E h kv•E kv•Es (ii) For 1.10 < — < 1.37 F tw F F Y Y Cv.b.ii 1.10 hY h kv•E (iii) For —h > 1.37 tw Fy Ovy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y tv kv•Es Cv.b.iii 1.51 •F (tD2 Nominal shear strength for strong axis bending Limit_State_Shear = "Yielding" Design strong axis shear strength for use with Ov y V-ity =l 8r4 7,We1 p factored loading Page 8 of 9 135 of 571 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B14 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slenderness limit. bf — = 18.3 tf must be less than 4v.yd Cv.x := Cv.yd Af := bf.tf Vn.x := 0.6•Fy•(2Af).Cv.x (1)v.x = 1.0 C x = 1.000 Af = 3.5.in2 2.24 s = 53.9 FY 207k8• i-4 LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending Design weak axis shear strength for use with 29)7. 8 kips factored loading Summary of Shear Resistance versus Demand and Required Number of Bolts Resistance Demand Strong Axis cl)v Y Vn y = 84.7•kip Shear Vymax = 7.1•kip Connection Vb := J(vymax2 + pC2) Required Bolts Vb - 2.2 4Rn.b Including Axial Load Weak Axis g.x v.x•Vn= 207.8 -kip Vxmax = 3.8•kip Vxmax - 0.3 4)Rn.b Page 9 of 9 136 of 571 +4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B15 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B15 Design for Wide Flange Flexure Member Cross-section Inputs: [W8X10 Ag := 2.96•in2 d := 7.89in tom, := 0.170•in Ix := 30.8in4 Sx := 7.81. in3 Zx := 8.87•in3 Iy := 2.09•in4 Sy := 1.06•in3 Zy := 1.66•in3 Material Inputs: Based on AISC SCM 13th ed.(2005) bf := 3.94•in rx := 3.22•in ry := 0.841 • in t f := 0.205 • in Jt := 0.0426in4 Com, := 30.9in6 kdes 0.505in Fy := 50•ksi Es := 29000•ksiFnb := 48ksi Nominal Shear strength of A-325 bolt, threads Fu := 65 ksi included in shear plane Analysis Inputs: := 12in Lbx Ls := 98in Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Mxmax 98 kip in Applied maximum Factored strong axis moment (absolute value) Rm := 1 OL := 0.15in Vymax := 4.2kip Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored live Toad deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 137 of 571 110 •414 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B15 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (hi :_ .90 Cb := 1 Compression Flange has continuous lateral support LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf := f b = 2.0 -in Flange width for Case 1 in Table B4.1 2 b _ 9 6 Width to thickness ratio used in Case 1 for flange 1 tf 1 local buckling in uniform compression Es Xpl := .38- F Es Xri := 1.0. F Y 1 = 9.2 Xri = 24.1 Case 1_Check = "Flanges Non -Compact" h := d – (2•kdes) h X9 :_ — tw h = 6.9• in X9 = 40.5 f--s- xp9:. 3.76• Xp9 = 90.6 FE �r4 := 5.70. Fs Xr9 = 137.3 Y Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or. F4. Page 2 of 5 138 of 571 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 +VS • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B15 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there•are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 443.5•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76 ry Fs Lp = 2.97•ft Y ho := d - (tf) c1 := 1 its :_ ho = 7.7.in its = 1.0•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'0I / 7•Fy /Sx•ho 2 Lr:= 1.95•rts• 1 + 1 + 6.76. Lr= 8.56•ft .7. Fy Sx•ho Es Mn1 := Cb• Mp - [Mp - (.7•Fy•Sx)] Lbx - Lp Lr- Lp MnI if(Mn1 <Mp,Mn1,Mp) 443.5•kip•in MnI = Cb•rr2.Es Jt'cI Fcrx:= 2 + .078 — LbxSx'hoits Jt•ci ('Lbx) its Mn2 Fax. Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 443.5•kip•in Limit State = "Yielding" 2 If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 2.05 x 103•ksi Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp .4431S, pn Nominal flexural strength for strong axis bending b yM 399.2'2p;,in Design strong axis flexural strength for use with factored loading Page 3 of 5 139 of 571 .4114 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B15 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value.obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field actionis conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions cOv.yd := 1.0 gv.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A. := d•tw Aw = 1.3•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tv Fy kv•E h kv•E (ii) For 1.10 < — < 1.37 Fy tv Fy LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tom, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 Cv.b.i.i 1.10 h kv' Es FY (iii) For —h > 1.37 tW kv•E Fy kv'Es (c) Governing Resistance �v y = 1.0 Cvy= 1.000 Vn y := 0.6•Fy•'4w'Cv.y Cv.b.iii 1.51 2 h I • tw FY Bun v= 4 0"1kiP, Limit State Shear = "Yielding" ' —. ,404•kip Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4 of 5 140 of 571 • Ur1i-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B15 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Shear Live Load Deflection Bolt Strength Resistance 43.b•Mnx = 399.2.kip-in clxv Y Vn y = 40.2•kip Ls = 0.272•in 360 'rr 2 db := .875in Ab := —db 4 Ns := 1 4Rn.b := (.75)•Fnb'Ab.Ns cl)Rn.b = 21.6•kip Nb :_ (ORn.b Vymax bolts Demand Unity Check Mxmax = 98.0•kip•in Mxmax - 0.25 1:0b•Mnx Vymax = 4.2 kip VYmax - 0.10 d)v.y Vn.y OL = 0.150•in OL 360 - 0.55 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5 of 5 141 of 571 ♦ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B16 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: B16 Design for HSS Beam -Column Based on AISC 13th Ed. LRFD Provisions (2005) List of Contents 1) General Parameters 2) HSS Axial Member Design 3) HSS Flexure Member Design 4) HSS Torsion Member Design 5) Summary of Individual Maximum Member Forces and Capacities 6) Interaction Member Design for Combined Forces 1) General Parameters Member Cross-section Inputs FISS.12" X 6"'X 0.3125".. Ag := 9.92in2 t := 0.291 in B := 6in H := 12in Material Inputs Fy.46 := 46•ksi Es •.= 29000ksi Analysis Inputs Lb.x := 1751n Lby:= 175in Kx := 1.0 Ky := 1.0 Ix := 184in4 Sx := 30.7in3 Zx := 38.1 in3 rx := 4.31in Fu.46 := 58•ksi I 62.8in4 Sy := 20.9in3 Zy := 23.6in3 ry := 2.52in j := 152in4 C := 38.8in3 b := B — 2(1.5.t) h := H — 2(1.54) b = 5.127•in h = 11.127•in Yield and ultimate strength of ASTM A50O Gr B steel Modulus of elasticity for steel Laterally unbraced length for strong axis buckling (distance between brace points) Laterally unbraced length for weak axis buckling (distance between brace points) Column effective length factor for buckling about the strong axis Column effective length factor for buckling about the weak axis Maximum Individual Forces on Member: Mux := 464kip•in Vu.y := 3.8kip Mu.y := 65kip•in Vu.x := 2.6kip Factored strong axis moment Factored strong axis shear Factored weak axis moment Factored weak axis shear Worst Load Combination on Member - LRFD #4: Mu x i := 464kip•in Vu.y.• := 2.8kip Mu y i := 33kip•in Vu.x.• := 2.Okip Page 1 of 8 142 of 571 4 • Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B16 HSS Member Approval Date: Tu := 26kip•in Pc.0 44.0kip Pt.0 0.0kip Factored torsion Factored axial compression Factored axial tension Tui := 18kip•in Pc.u.i 44kip Pt.u.i Okip The individual forces above are used to check each capacity (e.g., tension, strong axis moment, torsion, etc.) of the member, while the combined forces are used to check the interaction of various forces at cross sections along the length of the member to determine the most severe loading on the member. 2) HSS Axial Member Design Tension Member Design qty := .90 (l)t.r :_ .75 Check Slenderness (AISC D1) Lb.xy 40.6 Lb. = — 69.4 rx ry Effective Net Area of Tension Members (AISC D3) An := 1.0•Ag U:= 1.0 Ae := U•An Resistance factor used for steel yielding in tension Resistance factor used for steel rupture in tension Want less than 300 for tension members An = 9.920•in2 Net area for continuously welded connections Shear lag factor for tension load transmitted to entire cross-section of member Ae = 9.920•in2 Effective net area Design Tensile Strength (AISC D2) Pn.t.y := Ag Fy.46 Pn.t.r Ae Fu.46 cl)t.y'Pn.t.y = 410.69 kip �t.r'Pn.t.r = 431.52 kip (I)Pn.t := min(�t.y'Pn.t.y, (1)t.r'Pn.t.r) Compression Member Design cbc := 0.90 Kx= 1.00 Ky= 1.00 Check Slenderness (AISC E2) Kx' Lb.x = 40.6 rx ' it.4.199-skip pn KyLby-69.4 ry Equation 3.1-1 for limit state of yielding in tension Resistance for yielding in tension Equation 3.1-2 for limit state of rupture in tension Resistance for rupture in tension Design tensile strength of member Resistance factor used for steel in compression Column effective length factors defined previously Want less than 200 for compression members Page 2 of 8 143 of 571 mil U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B16 HSS Member Approval Date: Check Local Buckling (AISC B4) b > col.x t > col.y h t 1_E Ar.col := 1.4'Xcol.x = 17.6 col.x , > col.y) > Xk.col , "SLENDER" , "NON -SLENDER" ) Compression_Local_Buckling := if (m > co1.y = 38.2 r.col = 35.2 Compression_Local_Buckling = "SLENDER" IMPORTANT NOTE: Since cross-section is slender, additional reductions from AISC E7 apply. Design Compressive Strength (AISC E3) Elastic Critical Buckling Stress: 2 Fe.x 7t 'Es ( rx `Kx' Lb.xi 2 r 2 Fey := 72•Es• y 1(3Lb.y Fe := min(Fe.x,Fe.y) Fe.x = 173.61 •ksi Elastic buckling stress about strong axis Fey = 59.35•ksi Elastic buckling stress about weak axis Fe = 59.35•ksi Slender Element Reduction (AISC E7): ( 1 he.c 1.92•t s 1 _ 0.38 Es FE46 \ >`col.y Fy.46, Qa A g Ag — 2.(h — he.c)•t Compressive Strength: ( Qa•Fy.46� F F1 := Qa. .658 e /'Fy.46 Qa = 0.9649 F1 = 32.455•ksi F2 := .877•Fe F2 = 52.050•ksi Fcr.col if(Fe>_ 0.44.Qa'Fy46,F1,F2) Fcr.col = 32.46•ksi Fn.c Ag•Fcr.col 413n.c (1)c.Fn.c Governing elastic critical buckling stress he.c = 10.5281•in Reduction factor for slender stiffened elements Critical stress for inelastic column buckling Critical stress for elastic column buckling Critical column stress for member Pn.c = 321.96•kip Nominal compression capacity '�p� 289 8 ki 3 Design compressive strength of member Page 3of8 144 of 571 1 1 1 1 1 1 1 1 1 1 1 r 1 .4414 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B16 HSS Member Approval Date: 3) HSS Flexure Member Design Strong Axis Bending (113:= 0.90 Resistance factor used for steel in bending Mp x := Zx•Fy 46 Mp x = 1752.6 kip•in Plastic moment of section Mr.x Sx•Fy.46 Mr.x = 1412.2•kip•in Yield moment of section Local Buckling (AISC B4) Flange in Uniform Compression: b > c.f.x t ES Xp.c.f := 1.12 Fy.46 > c.f.x = 17.6 Wall slenderness parameter Xp.c.f = 28.1 Maximum compact wall slenderness parameter FlangeX_Local_Buckling := if (Xc.f.x < >`p.c.f , "COMPACT" ,"NOT COMPACT") Web in Flexure: Xp w := 2.42 ES Fy.46 FlangeX_Local_Buckling = "COMPACT" Xw x = 38.2 Wall slenderness parameter Apw= 60.8 Maximum compact wall slenderness parameter WebX_Local_Buckling := if (X x <_ ap w, "COMPACT" , "NOT COMPACT") WebX_Local_Buckling = "COMPACT" IMPORTANT NOTE: If flanges or webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) Mn.x := Mp.x (1)Mn.x (1)b.Mn.x 1752.6.kip•in Nominal strong axis bending strength of member Mn.x = (1)Mn:x, =,1577kp• n Design strong axis bending strength of member Strong Axis Shear (in y direction) (pv := 0.90 AW y:= 2•h4 Aµ y= 6.476•in2 Resistance factor used for steel in shear Shear area for strong axis flexure Pam 4 of 8 145 of 571 ••16 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B16 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: Wall Slenderness Parameters _ 7y. t kv := 5 := 1.10• y.46 kv-Es F 7y = 38.2 = 61.8 Wall shear slenderness parameter Web plate buckling coefficient Limit 1 wall shear slenderness parameter WebY_Shear_Buckling := if (- <'Y 1, "COMPACT" , "NOT COMPACT" ) WebY_Shear Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G5) Cv y := 1.0 Vn y := 0.6•Fy.46•Aw.y.Cv.y OVn.y cl)v•Vn.y Weak Axis Bending (pb = 0.90 Mp.y Zy.Fy.46 Mr.y Sy'Fy.46 Vn•y = 178.7•kip un:y�..,;160.9 kip Mp y = 1085.6•kip•in Mr.y = 961.4•kip•in Local Buckling (AISC B4) Flange in Uniform Compression: h >c.fy'= xp.c.f. = 28.1 1.40. y.46 FlangeY_Local_Buckling := if(Xc.f.y >`p.c.f, "COMPACT" , if(Xc.fy < >`r.c.f, "NONCOMPACT" , "SLENDER" )) Es F > c.f.y = 38.2 Xr.c.f = 35.2 Web shear coefficient for compact section Nominal shear strength for strong axis flexure Design strong axis shear strength of member Resistance factor used for steel in bending Plastic moment of section Yield moment of section Wall slenderness parameter Maximum compact wall slenderness parameter Maximum noncompact wall slenderness parameter Web in Flexure: _ b Aw.y := t FlangeY_Local_Buckling = "SLENDER" X,y= 17.6 Wall slenderness parameter Page 5 of 8 146 of 571 4 • frio U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B16 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: Xpw= 60.8 Maximum compact wall slenderness parameter WebY_Local_Buckling := if(Xw y _< X, w, "COMPACT" , "NOT COMPACT") WebY_Local_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) he.c.fy := 1.92 t Es 1 — 0.38 Es Fy.46 Xc.f.y Fy.46 Ieff.y := Iy — 2.[(h — he.c.f.y)•t•[0.5•(B — t)]2] 2 Seff.y Leff y' Mn.y Fy.46•Sef .y 4Mn.y := ckb•Mn.y Weak Axis Shear (in x direction 4)v = 0.90 Aw.x 2•b•t Mn y = 919.4•kip•in 17:11F40§2714.74171 Aw.x = 2.984•in2 Wall Slenderness Parameters 'yl = 61.8 ^yx = 17.6 he.c.f.y = 10.5281.in Ieffy= 59.9598•in4 Seff.y = 19.987•in3 Nominal weak axis bending strength of member Design weak axis bending strength of member Resistance factor used for steel in shear Shear area for weak axis flexure Wall shear slenderness parameter Limit 1 wall shear slenderness parameter WebX_Shear_Buckling := if (Ix < -y 1, "COMPACT" , "NOT COMPACT" ) WebX_Shear_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G51 Cv.x := 1.0 un.x := 0.6•Fy.46.Aw.x•Cv.y (1)Vn.x 41v•Vn.x Vim( = 82.4•kip Oro( wow & Web shear coefficient for compact section Nominal shear strength for weak axis flexure Design weak axis shear strength of member Page 6 of 8 147 of 571 •N4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B16 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 4) HSS Torsion Member Design (ktr := 0.90 Wall Slenderness Parameters ht := max(b,h) ht T :_ - t Es T1 := 2.45• Fy.46 ht = 11.127•in T = 38.2 T1 = 61.5 Resistance factor for steel tubes in torsion Controlling dimension of tube for torsion Wall shear slenderness parameter Limit 1 wall shear slenderness parameter Web_Torsion_Buckling := if (T < T 1, "COMPACT" , "NOT COMPACT" ) Web_Torsion_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC H3 may apply. Torsion Strength (AISC H31 Fcr.t := 0.6•Fy.46 Tn := Fcr.t•C (VTn := cl:itr•Tn Fcr.t = 27.6 ksi Critical torsion stress for compact section Tn = 1070.9•kip•in Nominal torsion capacity Tn, 963.8.14"•in Design torsion strength of member Page 7 of 8 148 of 571 .16 040 • U n i-Syste rns SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B16 HSS Member Approval Date: 5) Summary of Individual Maximum Member Forces and Capacities Axial Capacities t1n.t= 410.7•kip .4)Pn.c = 289.8•kip Applied Axial Forces Pt.0 = 0.0•kip Pc.0 = 44.0•kip Flexure Capacities Applied Flexure Forces (1)Mn x = 1577.3•kip•in Mux = 464.0•kip•in cl)Vn.y = 160.9•kip Vuy = 3.8•kip cl)Mn.y = 827.4•kip•in Mu.y = 65.0•kip•in cl)Vu.x = 74.1 -kip Vu.x = 2.6•kip Torsion Capacity Applied Torsion Force ifTn = 963.8•kip•in Tu = 26.0•kip•in 6) Interaction Design for Combined Forces HSS Subject to Combined Bending and Axial Forces (AISC H1) Pc.u.i Pt.u.i RPi :=•max (I)Pn.c On.t 8 Mu.x.i f'Mu..i1 I1 := RPi + 9 4Mn.x �Mn.y I := RP.i [(+ Mn.x.i) ( Mu.y.i 2 2 4 Mn.x (1)Mn.y RPi=0.152 Unity Checks Pt.0 — 0.000 (I)Pn.t c.0 — 0.152 cPn.c u.x — 0.294 (1)Mn.x Vu y — 0.024 (1)Vn.y Mu_y — 0.079 (I)Mn.y Vu.x — 0.035 (I)Vn.x Tu ckTn = 0.027 Maximum axial force usage ratio if(Rp i 0.2,11,12) = 0.41 Okay if < 1.0 IMPORTANT NOTE: If the torsion usage ratio is greater than 0.20, additional checks from AISC H3 may apply. Page 8 of 8 149 of 571 V114 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B17 Flexure Member Date of Creation: January 18,2008 Approved By: Approval Date: B17 Design for Wide Flange Flexure Member Cross-section Inputs: `W21::X'44 << Ag := 13.0•in2 Ix := 843in4 Iy := 20.7•in4 Material Inputs: FY := 50•ksi FU := 65•ksi Analysis Inputs: Lbx := 12in Ls •.= 277in d := 20.7in tom,:= 0.35•in Sx := 81.6•in3 Zx := 95.4•in3 Sy := 6.37•in3 Zy := 10.2•in3 Es := 29000•ksi Based on AISC SCM 13th ed.(2005) bf := 6.50•in rx := 8.06•in ry := 1.26•in tf := 0.45 • in Jt := 0.77in4 Com, := 2110in6 kdes 0.95in 48ksi Nominal Shear strength of A-325 bolt, threads Feb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Mxmax 3165•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges AL :_ .42in Maximum unfactored live load deflection Vymax := 35.3kip Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 150 of 571 1100 +411 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B17 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure FI. General Provisions (I)b := .90 Cb := 1 Compression Flange has continuous lateral support B4. Classification of Sections for Local Buckling bf b := — 2 Al := A1=7.2 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.3.in Flange width for Case 1 in Table B4.1 tf Es Xp1 := .38• F Art := 1.0. T Y Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Xpi = 9.2 Case 1 for flange buckling inbending Xri = 24.1 Casel_Check = "Flange Compact" h := d - (2•kdes) h >.9 := — tw Es Ap9 := 3.76. — FY TFArg := 5.70. Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 18.8•in Web height for Case 9 in Table B4.1 A9 = 53.7 Width to thickness ratio used in Case 9 for web local buckling in bending Ap9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 151 of 571 1110 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B17 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp M = 4770•kip•in Yx 2. Lateral Torsional Buckling Es Lp = 4.45 ft Limiting unbraced length below which the limit state Lp := 1.76•ry of LTB does not apply ho := d — (tf) ho = 20.2•in Distance between flange centroids cI := 1 Parameter used to find Lr. c=1 for doubly symmetric I -shape its := I Effective radius of gyration Plastic moment establishing the limit state of yielding y JIy.Cw sx its = 1.6•in Es / Jt.c/ Lr := 1.95 its Sx•ho/ 1 + 1 + 6.76• .7•Fy � Lr= 13•ft Mn1 := Cb• Mp — CMP — (.7•Fy•Sx)] MnI if(Mn1 <Mp,Mn1,MP) 4770 kip•in Mn1 = Fcrx :_ Cb' 72. Es Lbx 2 its t Lbx L " Lr — L Pi 1 + .078• M112 := FM. SX MnE if(Mn2 < Mp,Mn2,MP) MnE = 4770•kip•in Limit State = "Yielding" Jt' cI Lbx 2 Sx'ho its Fcrx = i7Fy "Sx•ho _ E Jt'cl s If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when 5.1 x 103•ksi Lr iIvlrix = 4770•kip.i I �;;Iv1�-=4293' kipai Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 152 of 571 •ice Un¢ -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B17 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4)v yd := 1.0 4)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A. := d•tw (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 A h kv•E (i) For —h < 1.10 tw Fy 7.2 int kv•E h kv•E (ii) For 1.10 < — < 1.37 Ft Y w Fy h kv•E (iii) For —h > 1.37 tw FY (c) Governing Resistance ivy= 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 E tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 Cv.b.ii := kv• Es FY 1.10 h tw Cv.b.iii := 1.51 2 h •Fy tw Limit_State_Shear = "Yielding" 7,--14117-34i3 kv•Es Nominal shear strength for strong axis bending Design strong axis shear strength for use with V _ •_ factored loading s v�yt„Ln. 4� '3• 1p Page 4 of 5 153 of 571 .44 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18,2008 Design Evaluation for: B17 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Resistance Demand Unity Check Moment ci:ib•Mnx = 4293.0•kip•in Shear � Vn = 217.3•kip Live Load Deflection Ls 360 = 0.769•in Bolt Strength db :_ .875in Ab := db2 4 Ns := 1 (1)12.n.b (.75)•Fnb•Ab.Ns Vymax Nb (ORn.b .1:•Rn.b = 21.6 -kip Nb -;1:6' Mxmax = 3165.0•kip. in Mxmax Vymax = 35.3.kip 4v_y Vn.y AL = 0.420•in AL•360 — 0.55 Vymax — 0.74 = 0.16 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear Page 5 of 5 154of571 .44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B18 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B18 Design for Wide Flange Flexure Member Cross-section Inputs: :W16X26 Ag := 7.68•in2 Ix := 301 in4 d := 15.7in tv, := 0.250•in Sx := 38.4•in3 Zx := 44.2•in3 Iy := 9.59•in4 Sy := 3.49.in3 Zy := 5.48•in3 Material Inputs: Fy := 50•ksi Fu := 65•ksi Analysis Inputs: 41.5in Lbx := Ls := 200in Es := 29000•ksi Mxmax := 647•kip•in MxA := 560.kip.in MxB := 595•kip•in MxC := 621. kip- in Based on AISC SCM 13th ed.(2005) bf := 5.50•in rx := 6.25•in ry := 1.12•in t f := 0.345 • in Jt := 0.262in4 Cv,:= 565in6 kdes 0.747in 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges AL := 0.lin Maximum unfactored live Toad deflection Vymax 9.7kip Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 155 of 571 • 4 04 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B18 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions :_ .90 12.5.M xmax cb 2.5•Mxmax + 3•MxA + 4•MxB + 3•MxC Rm Cb := if(cb <_ 3.0,cb,3.0) Cb = 1,0725 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf := f b = 2.8•in Flange width for Case 1 in Table B4.1 2 b — 8 0 Width to thickness ratio used in Case 1 for flange 1 tf 1 local buckling in uniform compression ET Xpl := .38• F Es Xrl := 1.0• FY Xp1=9.2 X.1 = 24.1 Case1_Check = "Flange Compact" h := d — (2•kdes) h tom, h = 14.2•in X9 = 56.8 >9 := 3.76• Fs Ap9 = 90.6 rE 5.70. Fs Xr9 = 137.3 Y Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 156 of 571 A**, SI* U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B18 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 2210•kip•in 2. Lateral Torsional Buckling E Lp := 1.76.ry. Fs L=3.96 ft y ha := d — (tf) ci := 1 Iy.cw its := S x ho = 15.4•in its = 1.4•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'cI L := 1.95.r j1 + 1 + 6.76• r is .7•Fy Sxho 1.7.Fy) Sxho 2 Es Jt cI If unbraced length is greater than Lp but less than Lr Lr = 11.21 • ft the limit state of Inelastic LTB applies. When Lb > Lr Lbx — Lp elastic LTB can occur Lbx — LilMnl := Cb. Mp — [Mp — (.7.Fy.Sx)1 Lr — Lp MnI if(Mn1 s Mp,Mn1,Mp) 2210 kip in Mn1= Fcrx :_ Cb.1r2.Es 2 Lbx its Inelastic lateral torsional buckling moment, must be Tess than or equal to the plasitc moment. Use when Lp<Lb<Lr. + .078• 2 Jt'cI Lbx 1 Sx•ho its Critical elastic lateral torsional buckling stress when Mn2 Fcrx•Sx MnE if(Mn2 s Mp,Mn2,Mp) 2210•kip•in MnE = Limit State = "Yielding" Lb>Lr Fcrx = 346.96•ksi IS432•0 p•i J b' M' �b• 1989"•lnp% iF;- nx = Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 157 of 571 • 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B18 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v yd := 1.0 4)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 3.9-in2 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 Cv yd := 1.0 tw FY (b) Buckling kv 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For — < 1.10 tw FY kv•E h kv•E (ii) For 1.10 < — < 1.37 Fy tw Fy h kv•E (iii) For -h > 1.37 tw Fy (c) Governing Resistance 43v.y = 0.9 Cv y = 1.000 Vn y := 0.6•Fy•Aw•Cv.y Web shear coefficients for buckling Cv.b.i := 1.0 kv•Es FY Cv.b.ii 1.10 Cv.b.iii 1.51 2 •Fy tw �UnaY� 1 7:7'• ki Limit State Shear = "Buckling" h tv kv-Es Nominal shear strength for strong axis bending Design strong axis shear strength for use with f0e0k kip factored loading Page 4 of 5 158 of 571 • 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B18 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Shear Live Load Deflection Bolt Strength db := .875in Resistance (1:3•Mnx = 1989.0•kip•in ckv y Vn y = 106.0•kip Ls 360 Ns := 1 1:011n.b (.75)•Fnb'Ab'Ns N := Vymax Nb (1)Rn.b = 0.556•in 'rr Ab := 4db2 cbRn.b = 21.6•kip Demand Unity Check Mxm = 647.0•kip•in Mxmax — 0.33 fib' Mnx V ymax Vymax = 9.7•kip — 0.09 (1)v.y vn.y OL = 0.100•in AL 360 — 0.18 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. M0:4'. bolts Minimum required bolts for shear Page 5 of 5 159 of 571 ♦ice Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B19 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B19 Design for Wide Flange Flexure Member Cross-section Inputs: W8 X:154: Ag := 10.3•in22 d := 8.12in tw:= 0.310•in Ix := 127in4 Sx := 31.2•in3 Zx := 34.7•in3 Iy := 42.6•in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx := 12in Ls := 83in Sy := 10.6•in3 Zy := 16.1•in3 Es := 29000•ksi 40•kip•in Mxmax Based on AISC SCM 13th ed.(2005) bf := 8.02 -in rx := 3.51 • in ry := 2.03 • in tf := 0.495 • in Jt := 0.769in4 Cµ, := 619in6 kdes 0.889in Fnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges Vymax := 1.9kip Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 160 of 571 4 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B19 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions :_ .90 Cb := 1 Member size conservative, chosen based on geometry requirments B4. Classification of Sections for Local Buckling bf b := — 2 X1• •= >'1=8.1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 4.0•in Flange width for Case 1 in Table B4.1 tf Es Xpl := .38. Es >.i1:=1.0 F Xr1=24.1 Y Casel_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Cpl = 9.2 Case 1 for flange buckling inbending h := d – (2•kdes) h X9 :=t rEs Xp9 := 3.76. — FY rEs Xr9 := 5.70. — FY Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 6.3•in Web height for Case 9 in Table B4.1 X9 = 20.5 Width to thickness ratio used in Case 9 for web local buckling in bending Xp9 = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2of5 161 of 571 4 • 4 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B19 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy•Zx M := Mp M = 1735•kip•in Yx 2. Lateral Torsional Buckling Es Lp := 1.76ry• L=7.17•ft Y h° := d - (tf) h° = 7.6•in c1:= 1 I•C�, its := its = 2.3•in Sx Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es " Jt•cI Lr := 1.95 its ji + 1 + 6.76• 7 Fy jSx.hj Lr = 27.02 • ft Mnl := Cb' Mp - [Mp - (.7•Fy.Sx)] Mnj:= if(Mn1 <Mp,Mn1,Mp) Mn1 = 1735•kip•in Fcrx :_ Cb.1r2.Es Lbx 2 its Lbx Lr - Lp I + .078. ( 2 Jt•cI Lbx Sx•h° its Critical elastic lateral torsional buckling stress when Fcrx = 1.04 x 104•ksi Lr Mn2 Fcrx• Sx MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 1735•kip•in Limit State = "Yielding" 7 Fy\ Sx h° 2 _ Es j Jt•0I If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Mnx 1'7'351-kip•i Nominal flexural strength for strong axis bending 4) •Ivl; =;156311,5•kip'•in Design strong axis flexural strength for use with factored loading Page 3of5 162 of 571 410 1.404� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B19 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (I)v.yd := 1.0 4)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw:= d•tw Aw= 2.5•in2 (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw Fy LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv E kv•E h (ii) For 1.10 < — < 1.37 jkv•Es FY tom' FY FY Cv.b.ii := 1.10 h kv•E (iii) For —h > 1.37 tw Fy (c) Governing Resistance �v y = 1.0 Cvy= 1.000 Vn.), := 0.6•Fy•Aw•Cv.y Vn q`=�7r.�r Skip Limit_State_Shear = "Yielding" Cv.b.iii := 1.51 2 h •F tw y h tw kv•Es Y _ Y Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4of5 163 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B19 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Shear Resistance (4)b•Mnx = 1561.5•kip•in Demand Mxmax = 40.0•kip•in (1:1v.y'Vn.y = 75.5•kip Vymax = 1.91ip Bolt Strength 'R 2 db := .875in Ab :_ db 4 Ns= 1 (I)Rn.b (.75)•Fnb'Ab'Ns Vymax Nb (ORn.b 4Rn.b = 21.6 -kip bolts Nominal Bolt size Number of shear planes Unitv Check Mxmax fib' Mnx = 0.03 Vymax — 0.03 4v.y' Vn.y Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5of5 164 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B20 Flexure Member Date of Creation: January 18, 2007 Approved By: Approval Date: B20 Design for Wide Flange Flexure Member Cross-section Inputs: .W21.X'55 • Based on AISC SCM 13th ed.(2005) Ag := 16.2•in2 d := 20.8in tw := 0.375•in bf := 8.22•in tf := 0.522•in kdes 1.02in Ix := 1140in4 Sx := 110•in3 Zx := 126•in3 rx := 8.40•in Jt := 1.24in4 Iy := 48.4•in4 Sy := 11.8•in3 Zy := 18.4•in3 ry := 1.73•in Com,:= 4980in6 Material Inputs: FY := 50•ksi Es := 29000•ksi Fnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Fu := 65•ksi Analysis Inputs: Lbx := 12in Unsupported Length of Member Perpendicular to Strong Axis Bending Ls := 314in Span length of member Mxmax 2815•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges OL := 0.31in Maximum unfactored live load deflection 40.5kip Applied maximum Factored strong axis shear (absolute value) Vymax := Page 1 of 5 165 of 571 403 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B20 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions 4)b := .90 Cb := 1 Compression Flange has small unbraced length LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. B4. Classification of Sections for Local Buckling bf b := b = 4.1•in Flange width for Case 1 in Table B4.1 2 bWidth to thickness ratio used in Case 1 for flange 1 •tf. 1 _ 7.9 local buckling in uniform compression Es Xp1 := .38• F Y rF Xrl := 1.0• >.p1=9.2 Xri = 24.1 Case 1_Check = "Flange Compact" h := d – (2•kdes) X9:=t w h = 18.8•in X9 = 50.0 ET >.p9 := 3.76. F �`p9 = 90.6 Y Xr9:= 5.70.TET — >r9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2of5 166 of 571 • U n i -System s SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B20 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx MYx :=Mp MYx = 6300 -kip -in 2. Lateral Torsional Buckling Es Lp := 1.76•ry• Lp = 6.11.11 y ho := d - (tf) ho = 20.3•in cl := 1 its .- Iy' Cw Sx its = 2.1•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration (.7.F Lr •- := 1.95.risEs Jt'cI ji + 1 + 6.76• 7.FSx'ho y Lr = 17.4.11 Mnl := Cb. Mp - [Mp - (.7.FY.sx)l Lbx --Lp J Lr - Lp MnI if(Mn1 <Mp,Mn1,Mp) Mrd = 6300•kip•in Fcrx Cb'7r2.Es Lbx 2 its 2 1 + .078• — Sx'ho its Jf eI Lbx Mn2 FM. SX MnE if (Mn2 5 Mp , Mn2 , Mp) MnE = 6300•kip•in Limit State = "Yielding" (Sx.hoj]2] ES Jt'0I If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 8.88 x 103•ksi Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp 4 =46309 .1Niti Nominal flexural strength for strong axis bending nxa� ow:s ; 670�kip,i Design strongaxis flexural strength for use with 9 g l factored loading Page 3 of 5 167 of 571 • 4 0** U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B20 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions kv yd := 1.0 Ov.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 7.8•in2 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web (a) Yielding Web shear coefficient when h < 2.24 E Cv yd := 1.0 tw FY (b) Buckling kv 5 Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases h kv•E (i) For —5_ 1.10 tw FY kv•E hkv•E (ii) For 1.10ii < — < 1.37 FtF Y w y h Web shear coefficients for buckling Cv.b.i := 1.0 kv•Es Fy Cv.b.ii := 1,10tw h kv•E tw FY k E (c) Governing Resistance cavy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•Aw•Cv.y Cv.b.iii := 1.51 12 Ch tw J•FY Vn.y =,234:0 kip Limit State_Shear = "Yielding" v s Nominal shear strength for strong axis bending Design strong axis shear strength for use with v Y Vn.y = 234.0•kip factored loading Page 4 of 5 168 of 571 •ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B20 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance ckb•Mnx = 5670.0•kip•in Shear cbv Y Vn y = 234.0•kip Live Load Deflection Ls 360 = 0.872•in Bolt Strength it db := .875in Ab := —db2 4 Ns := 1 41.Rn.b := (.75)•F4'Ab'Ns Vymax Nb :_ (ORn.b cl)Rn.b = 21.6.kip Demand Unity Check Mxmax = 2815.0•kip•in Mxmax V ymax Vym = 40.5•kip = 0.17 itiv.y' Vn.y OL = 0.310•in 'L•360 – 0.36 – 0.50 4)b' Mnx Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Nb _ 1:9 , bolts Minimum required bolts for shear Page 5 of 5 169 of 571 110 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation far: B31 Flexure Member (Maximum Gravity) Date of Creation: January 18, 2008 Approved By: Approval Date: B31 Design for Wide Flange Flexure (Max Gravity) Member Cross-section Inputs: ',WM( fi;X Ag := 7.68•in2 Ix := 301414 d := 15.7in tom, := 0.250•in Sx := 38.4•in3 Zx := 44.2•in3 Iy := 9.59.in4 S := 3.49•in3 Y Zy := 5.48•in3 Material Inputs: F := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx := 12in Ls := 395in Es := 29000 • ksi Fnb := 48ksi Based on AISC SCM 13th ed.(2005) bf := 5.50•in rx := 6.25•in ry := 1.12•in tf := 0.345•in kdes 0.747in Jt := 0.262in4 Cw:= 565in6 Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Mxmax := 1251•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges 4S := 1.37in Maximum unfactored snow Toad deflection Vymax := 13.4kip Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 170 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Gravity) Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (I)b :_ .90 Cb := 1 Compression Flange has continuous lateral support B4. Classification of Sections for Local Buckling bf b :_ — 2 >`1 := iX1 = 8.0 f LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.8•in Flange width for Case 1 in Table B4.1 Es Xpl := .38. F Es >`rl := 1.0• F Y >`pl = 9.2 X1.1 = 24.1 Casel_Check = "Flange Compact" h := d – (2•kdes) •_ >`9 tw Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 14.2•in Web height for Case 9 in Table B4.1 X9 = 56.8 E Xp9 := 3.76• s Xp9 = 90.6 FY Es 5.70. — FY Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 171 of 571 • 44$ U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Gravity) Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limif•states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx Myx := Mp Myx = 2210•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76 ry• Fs Lp = 3.96•ft ho := d — (tf) c1:= 1 its :_ Lr := 1.95•r• Lr = 11.21.ft y ho = 15.4•in r� = 1.4• in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt'cI 7 Fy Sx ho (.7•Fy Sx•ho 2 + 1+6.76 _\ Es Jt.cI Lbx — Lpjl Mnl := Cb. Mp — [Mp — (.7•Fy•3x)' Lr — Lp MnI if(Mn1 <Mp,Mn1,Mp) Mrd = 2210•kip•in Ecru • Cb•Tr2•Es 1 + .078. (L)2 its Mn2 Fcrx'Sx MnE if(Mn2 < Mp,Mn2,Mp) MnE = 2210.kip.in Limit State = "Yielding" Jt'cI Lbx 2 Sx'hoi its If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be Tess than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fax = 3.82 x 103•ksi Lr 22d�0�lrip•in � :012(11.1989•kip:i l Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 172 of 571 4*.• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Gravity) Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions (t)vyd:= 1.0 (I)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling 1. Nominal Shear Strength A. := d•tw, A, = 3.9•in2 Shear area of web (a) Yielding Web shear coefficient when h <_ 2.24 Cv yd := 1.0 tw Fy (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i 1.0 kv•E h kv•E (ii) For 1.10 < — < 1.37 kv•Es Fy tw, FY FY h kv•E (iii) For — > 1.37 tw FY kv•Es Cv.b.ii := 1.10 h tw (c) Governing Resistance 4)vy= 0.9 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y Cv.b.iii := 1.51 2 h •Fy tw r n yam-= 14.1;": kip; Limit_State_Shear = "Buckling" Nominal shear strength for strong axis bending Design strong axis shear strength for use with v Y Vnzfactored loading Page 4 of 5 173 of 571 0441# .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Gravity) Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance (1)b•Mnx = 1989.0•kip•in Shear cOv yVn y = 106.0•kip Snow Load Deflection Ls = 1.646 -in 240 Bolt Strength db := .875in Ns := 1 (I)Rn.b (.75)•Fnb'Ab'Ns Vymax Nb :_ (1)Rn.b 2 A:= ddb cl)Rn.b = 21.6.kip Nb = 0:6 Demand Unit/ Check Mxmax = 1251.0•kip•in Mxmax Vymax = 13.4.kip 4)v.y' Vn.y OS = 1.370•in As .240 — 0.83 Ls fib' Mnx Vymax — 0.63 = 0.13 Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear Page 5 of 5 174 of 571 +AI Un i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B31 Flexure Member (Maximum Uplift) Date of Creation: December 18, 2008 Approved By: Approval Date: B31 Design for Wide Flange Flexure (Max Uplift) Member Cross-section Inputs: W16 X 26 ... Ag := 7.68•in2 Ix := 301in4 Iy := 9.59•in4 Material Inputs: d := 15.7in tom,:= 0.250 -in Sx := 38.4•in3 Zx := 44.2•in3 Sy := 3.49.in3 Zy := 5.48•in3 Based on AISC SCM 13th ed.(2005) bf := 5.50•in rx := 6.25•in ry := 1.12•in tf := 0.345 • in Jt := 0.262in4 Com,:= 565in6 kdes := 0.747in F := 50•ksi. Es := 29000•ksiFnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Fu := 65•ksi Analysis Inputs: := 197.5 in Lbx Ls := 395in Mxmax := 369.kip.in MxA := 161- kip -in MxB := 277•kip•in Mxc := 346.kip.in Rm := 1 OW := 0.50in Vymax 13.8kip Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored wind load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 175 of 571 10 44, U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Uplift) Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions cl)b :_ .90 12.5•M xmax cb 2.5•Mxmax + 3•M, + 4•MXB + 3•MxC Rm Cb := if(cb <_ 3.0,cb,3.0) Cb = 1.2987 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. B4. Classification of Sections for Local Buckling bf := 2 b = 2.8.in Flange width for Case 1 in Table B4.1 b _ 8.0 Width to thickness ratio used in Case 1 for flange 1 tf 1local buckling in uniform compression Es hpi:_.38. F Xp1 = 9.2 Es Arl := 1.0• Xr1 = 24.1 FY Case 1_Check = "Flange Compact" h := d – (2•kdes) h Xg := — tw h = 14.2•in X9 = 56.8 TFE >.p9 := 3.76. s >sp9 = 90.6 rAr9 := 5.70•>.r.9 = 137.3 Case9_Check = "Web Compact" Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 176 of 571 mil U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Uplift) Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy'Zx Myx := Mp Myx = 2210.kip.in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling E Lp := 1.76.ry. Fs L = 3.96•ft y ho := d — (tf) cl:= 1 ho = 15.4. in I • C Y om, its := its = 1.4•in Sx Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es .1 • c I Lr:=1.95rts 1+ 1+6.76• .7•Fy Sx•ho� Lr= 11.21•ft Mn1 := Cb• Mp — [Mp — (.7•Fy•Sx)1 Lbx — Lp)] Lr — Lp MnI if(Mn1 <Mp,Mn1,Mp) Mn1 = 930.7.kip.in Fcrx Cb2'Es Lbx Jt'cI Lbx 11 +.078• S h r Critical elastic lateral torsional buckling stress when 7Fy Sxho2 Es Jt .c 1. If unbraced length is greater than Lp but Tess than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. x' o is its Faxx = 23.86 ksi Lb > Lr Mn2:= Fcrx'Sx MnE := if(Mn2 5 Mp,Mn2,Mp) MnE = 916.04•kip. in Limit State = "Elastic LTB" Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp rlvh °=916 k pain Nominal flexural strength for strong axis bending M= 824:4.ki n Design strong axis flexural strength for use with Mx p� 1 factored loading Page 3 of 5 177 of 571 .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: December 18, 2008 Design Evaluation for: B31 Flexure Member Approved By: (Maximum Uplift) Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v yd := 1.0 (1)v.b := 0.9 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 3.9•inz Shear area of web (a) Yielding Web shear coefficient when h < 2.24 E Cv yd := 1.0 tw FY (b) Buckling kv := 5 h kv•E (i) For — < 1.10 tw FY (ii) For 1.10ry< h< 1.37 tw kv•E Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i 1.0 kv-Es Fy Cv.b.ii 1.10 h _tw h J kv.E kv•Es Cv.b.iii := 1.51 2 h •Fy tw (c) Governing Resistance ivy= 0.9 Cvy= 1.000 Vny:= 0.6•Fy•Aw•Cv.y tw fiVn y ®1°17.7 kip Limit_State_Shear = "Buckling" E `i n°y, 3` 06 0tkip1 Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4of5 178 of 571 1.40' Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B31 Flexure Member (Maximum Uplift) Date of Creation: December 18, 2008 Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Unity Check Moment (1)b•Mnx = 824.4•kip•in Mxmax = 369.0•kip•in Mxmax fib' Mnx Shear .4)v Y Vn y = 106.0•kip Vymax = 13.8.kip Wind Load Deflection Ls OW = 0.500•in — = 1.646•in Resistance Demand 240 Bolt Strength 'R db := .875in Ab := 4 db2 Ns ••= 1 (lamb := (.75)•Fnb.Ab.Ns N Vymax Nb 4Rn.b cl)Rn.b = 21.6•kip li Nominal Bolt size Number of shear planes - 0.45 Vymax - 0.13 (1)v.y Vn.y OW240 - 0.30 Ls Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear Page 5 of 5 179 of 571 10� U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B33 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B33 Design for Wide Flange Flexure Member Cross-section Inputs: W18:X 50 Ag := 14.7.m2 d := 18.0in tw := 0.355 • in Ix := 800in4 Sx := 88.9•in3 Zx := 101 •in3 Iy := 40.1.in4 Sy := 10.7•in3 Zy := 16.6•in3 Material Inputs: Based on AISC SCM 13th ed.(2005) bf := 7.50•in rx := 7.38•in ry := 1.65•in tf := 0.570•in kdes 0.972in Jt := 1.24in4 Com, := 3040in6 Fy := 50•ksi Es •.= 29000•ksiFnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Fu := 65•ksi Analysis Inputs: Lbx := 12in Ls := 395in 1675•kip•in Mxmax Rm := 1 OS := 0.24in Vymax := 16.5kip Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored snow Toad deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 180 of 571 .4° 144 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B33 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)1) := .90 Cb := 1 Compression Flange has small unbraced length B4. Classification of Sections for Local Buckling bf b := — 2 ^1 := X1 = 6.6 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 3.8•in Flange width for Case 1 in Table B4.1 tf Es >`pl := .38'F Es >`rl := 1.0• FY >`p l = 9.2 X1.1 = 24.1 Casel_Check = "Flange Compact" h := d – (2•kdes) X9 t w Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h = 16.1•in Web height for Case 9 in Table B4.1 X9 = 45.2 Width to thickness ratio used in Case 9 for web local buckling in bending E Xp9 := 3.76• Fs Xp9 = 90.6 Es N„ := 5.70. F Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xr9 = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 181 of 571 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B33 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending.strength 1. Yielding Mp FyZx MYx := Mp M�,x = 5050•kip•in 2. Lateral Torsional Buckling Es := 1.76•ry• Lp = 5.83 ft Lp y ho := d - (tf) cl:= 1 Iy•Cw rts:_ Sx ho = 17.4•in its = 2.0•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Lr:= 1.95 its[j_t•i • 1 + 1 + 6.76• 7 Fy Sx•hoi Lr= 16.96•ft Mn1 Ch. Mp - �Mp - �.7•Fy•Sx�]• Lbx - Lp Lr- Lp Mn1 := if (Mn1 <11,4 , Mn 1, Mp) Mn1 = 5050•kip•in Fcrx • Cb.7r2. Es [Lbx)2 its j1 + .078• Mn2 Fcrx' Sx l MnE := if(Mn2 < Mp,Mn2,Mp) MnE = 5050•kip•in Limit_State = "Yielding" Jt•ci Lbx Sx ho its Critical elastic lateral torsional buckling stress when 7• Fye Sx ho 2 (- Es t'cI If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Fcrx = 7.82 x 103•ksi. Lr = 5050..kip•i1 4;13. Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be Tess than or equal to Mp Nominal flexural strength for strong axis bending = 45.45.kip•in Design strong axis flexural strength for use with factored loading Page 3 of 5 182 of 571 ••• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B33 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions �v.yd := 1.0 (I)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A„i, := d•tw Aw = 6.4•in2 (a) Yielding Cv yd := 1.0 (b) Buckling kv := 5 h kv•E (1) For - 5 1.10 F w y (ii) For 1.10 < — < 1.37 Fy tw kv•E h kv•E kv•E (iii) For —hh > 1.37 tw Fy (c) Governing Resistance (1)v .y = 1.0 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y FY LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24- tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv.Es Cv.b.ii 1.10 FY h tw kv.Es Cv.b.iii := 1.51 •F (hD2 Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with v Y Vy; a19)111cip factored loading Page 4 of 5 183 of 571 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B33 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance Demand Unity Check cpib•Mnx = 4545.0•kip•in Mxmax = 1675.0•kip•in Mxmax cOb' Mnx — 0.37 V ymax Shear � Y Vn = 191.7•kip Vymax = 16.5•kip = 0.09 4)v.y'vn.y Snow Load Deflection Ls3 0.240•in g•240 = 1.646•in — 0.15 240 Bolt Strength db := .875in Ns := 1 ci)Rn.b (.75)•Fnb'Ab'Ns N :— Vymax Nb ?PRn.b 2 Ab:= 4db (I)Rn.b = Ni. Ls Nominal Bolt size Number of shear planes 21.6•kip Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear Page 5 of 5 184 of 571 44. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B34 Beam -Column Member Date of Creation: January 18, 2007 Approved By: Approval Date: B34 Design for Wide Flange Beam -Column Member Cross-section Inputs: W16X77 Ag := 22.9•in2 Ix := 1120in4 Iy := 138•in4 Material Inputs: F := 50•ksi Fu := 651si Analysis Inputs: Ls := 390in Lbx •.= 390in Lby := 195in d := 16.5in Sx := 136•in3 Sy := 26.9•in3 Es := 29000•ksi Kx := 1 Ky := 1 1001 kip•in Mxmax Rm := 1 Mymax 785kip•in Vymax 9.1kip Vxmax 32kip PC := 20.8.kip �Rn.b := 11.1kip tw:= 0.455 -in Zx := 152 • in3 Zy := 41.1•in3 Span length of member Based on AISC SCM 13th ed.(2005) bf:= 10.3•in rx := 7.00•in ry := 2.46•in tf := 0.760•in Jt:= 3.86in4 Cv, := 8570in6 Unsupported Length of Member Perpendicular to Strong Axis Unsupported Length of Member Perpendicular to Weak Axis Column Strong Axis Effective Length Factor Column Weak Axis Effective Length Factor Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges 1.47in kdes Applied maximum Factored weak axis moment (Absolute Value) Applied maximum Factored strong axis shear (absolute value) Applied maximum Factored weak axis shear (absolute value) Applied Factored Compression Force Single bolt resistance for Slip -Critical Class A surface with 7/8 inch A325 bolt Page 1 of 9 185 of 571 ii� s U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: Chapter E: Design of Members for Compression El. General Provisions 14)c :_ .90 E2. Slenderness Limitations := Kx.Lbx x r Y --y Lby 'y:= rx = 158.5 �y = 27.9 if < 200 OK B4. Classification of Sections for Local Buckling bf b := — 2 — = 6.8 tf rFy Xr3 := .56. LRFD Resistance factor used for compression buckling Strong axis slenderness parameter Weak axis slenderness parameter b = 5.2•in Flange width for Case 3 in Table B4.1 Xr3 = 13.5 Case3_Check = "Flange OK" h := d - (2•kdes) h — = 29.8 tw Es Ar10:= 1.49. rF y Case10 Check = "Web OK" h = 13.6•in Xr10 = 35.9 Width to thickness ratio used in Case 3 for flange local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 3 for flange buckling in uniform compression Web height for Case 10 in Table B4.1 Width to thickness ratio used in Case 10 for web local buckling in uniform compression Non -Compact Limiting Width to thickness ratio used in Case 10 for web buckling in uniform compression Note: If both flanges and webs are below non -compact limits continue on to section E3. If either the web or flange is slender in uniform, compression, column strength is determined using section E7 E3. Compressive Strength for Flexural Buckling of Members Without Slender Elements `I'max := max(`f'x, `I'y) 'I'max = 158.54 Fe :_ ' max2 `I 72' Es Fe = 11.39•ksi Controlling column slenderness parameter Elastic Critical Buckling Stress Page 2 of 9 186 of 571 4 • 44 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: F Y Fe Fc l := \.658 i •FY Fcr := if *max 5 4.71 • E FY Fa:_ .877Fe Critical stress equations c1,Fc2 Fcr = 9.99•ksi Flexural Buckling Stress P := F • P = 205.8 kip n crA g �c''n I E7. Members With Slender Elements 1. Slender Unstiffened Elements Qsl 1.0 Qs2 := 1.415 - .75(FY f) Es .69• Es Qs3 b 2 Fy•C—/ tfJ 2. Slender Stiffened Elements Es ( 34 E s she.t := 1.92•tw 1 - — — Fcr h Fcr iw / heff = 13.6 -in Aeff = 6.2•in2 hell := mm(h,he) Aeff := heff••tw Aeff Qa :- h•tom, Q Qa'Qs / Q.FY" Design Compressive Strength of Column Without Slender Elements > Pc OK Reduction factor used when b < .56•tf Reduction factor used when .56. Es < b < 1.03. Es Ftf F Y Y E Reduction factor used when b z 1.03• rs tf FY Qs = 1.0 Reduction factor for slender unstiffened elements he := if(he.t > 0,he.t,h) Effective height of wide flange web, Fcr is same critical stress found above for compression members without slender elements. Effective height not to exceed height calculated above. Qa = 1.0 Reduction factor for slender stiffened elements in the cross-section Q = 1.0 Fe Fc3 := .658x)•F•Q Fc4 := .877Fe Fc.red := if 'max < 4.71• Q F >Fc3>Fc4 Y Fc.red = 9.99•ksi Pn.red := Fc.red•Ag Pnr�d20`58 ,kiP, Reduced flexural buckling stress, accounting for the possibility of local buckling Design compressive strength of column with slender elements Page 3 of 9 187 of 571 4r316 44.• U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (I)b := .90 cb := 1 Cb := if(cb <- 3.0,cb,3.0) Cb = 1 B4. Classification of Sections for Local Buckling bf := 1 ).i = 6.8 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 5.2•in Flange width for Case 1 in Table B4.1 tf rFY Xpl:= .38• Es ).ri := 1.0• F Y )`pl = 9.2 Arl = 24.1 Case1_Check = "Flange Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending := d - (2•kdes) h = 13.6•in Web height for Case 9 in Table B4.1 ).9 := h ).9 = 29.8 Width to thickness ratio used in Case 9 for web local tw buckling in bending rFY Xp9 := 3.76•)`p9= 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Es := 5.70. Fy xry= 137.3 Case9_Check = "Web Compact" Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 4 of 9 188 of 571 • • 04 Uni-Systems 0 SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: Approved By: B34 Beam -Column Member Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp := Fy'Zx Myx := MP Myx = 7600•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Lp := 1.76•ry• ho := d — (tf) c1:= 1 its :_ Iy•C�, Sx Es Lp = 8.69 • ft Fy ho = 15.7•in its = 2.8•in Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt.cI Lr:= 1.95.rts 1 + 1 + 6.76• .7•Fy Sx'ho Lr = 28.04•ft Lbx — Lpj] Mn1 := Ch. MP — CMP — (.7•Fy•Sx)] Lr — Lp MnI if(Mn1 <Mp,Mn1,Mp) Mn1 = 4104.8•kip•in Fcrx :_ Cb'7r2'Es Lbx its 1 + .078• Jt'cI Lbx Sx'ho its Mn2 Fcrx'Sx MnE if (Mn2 < Mp , Mn2 , MP) MnE = 3923.25•kip•in Limit State = "Elastic LTB" )2 .7•Fy Fcrx = 28.85•ksi E �`nx ' °3923.3 akip ip'b Mnx =Q3530.91. Sx•ho Jt' cI If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 5 of 9 189 of 571 • 4 ••• Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: F6. I -Shaped Members and Channels Bent About Their Minor Axis The nominal flexural strength Mny is the lower value based on limit states of yielding and flange local buckling. 1. Yielding Mpy:= min[(Fy•ZY),(1.6•Fy•Sy)] Plastic moment establishing the limit state of Myy := Mpy Myr = 2055•kip•in yielding 2. Flange Local Buckling (a) For sections with compact flanges as defined in section B4, FLB does not apply (b) For sections with non compact flanges as defined in section B4 MYnc ' MPY - [MPY - (7. FY. SY)] )`rl Mync = 2232.1•kip•in (c) For section with slender flanges .69.Es Fcry :_ bf f 2•tf Fcry = 435.8•ksi Mys := F • crl, S Mny = 2055•kip•in Maximum moment for the limit state of flange local buckling for W -sections with non -compact flanges Critical buckling stress for slender flanges in weak axis bending Local buckling moment for members with slender flanges bent about their weak axis Nominal flexural strength for weak axis bending Weak_Axs_Limit State = "Flange Yielding" b:lvfn - 1849:5 •kip irIDesign weak axis flexural strength for use with Y,- actored loading Page 6 of 9 190 of 571 4 *1*110 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B34 Beam -Column Member Date of Creation: January 18, 2007 Approved By: Approval Date: Chapter H: Design for Combined Forces and Torsion HI. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force Pr := PC Pc := min((kc.Pn,4c'Pn.red) Mrx := Mxmax Mry := Mymax Mcx :_ 4b'Mnx Mcy (1)b.Mny Pr X = —Pc P (a) Where r >_ .2 Pc P (b) Where r < .2 Pc Pr = 20.8•kip Pc = 205.8.kip Mrx = I001.0•kip-in Mry = 785.0.kip •in MeX = 3530.9.kip•in McY = 1849.5•kip. in Required axial compressive strength Available Column Strength Required strong axis flexural strength Required weak axis flexural strength Available strong axis flexural strength Available weak axis flexural strength X = 0.1 Parameter used to detemine proper force combination Pr 8Mrx M H1 la:=—+— —+ ry Pc 9 Mcx Mcy H1_lb := Pr + Mix + 2Pc Mcx Unity_Check := if (x .2,H1_1a,H1_1b) Mry Mcy iUni " _Check•t If value is greater than 1, member fails H1 provisions The above value is obviously conservative in that it assumes that the maximum strong axis moment occurs in the same place as the maximum weak axis moment, and combines the effect. If the member fails it is allowed to use Section H2 provisions which combine only the stresses•occurring at a discrete point along a member. This requires further analysis and possible checking of multiple locations so it is avoided if possible. Page 7of9 191 of 571 44. U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v.yd := 1.0 tOv.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Au, = 7.5.in2 Shear area of web Aw:= d•tw (a) Yielding Cv.yd := 1.0 (b) Buckling kv:= 5 LRFD resistance factor used only for shear yielding LRFD resistance factor used for shear buckling h kv•E (i) For —5_1.10 tom, FY Cv.b.i 1.0 Web shear coefficient when h < 2.24 t� Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling kv•E h kv•E kv.Es (ii) For 1.10 < — 5_ 1.37 Ftw Y FY Cv.b.ii := 1.10 FY h h kv•E (iii) For -h > 1.37 tw Fy Ovy= 1.0 Cvy= 1.000 Vn.y 0.6•Fy•Aw•Cv.y tw kv•Es Cv.b.iii •.= 1.51 • (hD2 •F Y Limit_State_Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with ry,N 'yt;=:42& 2 •kifactored loading Page 8 of 9 192 of 571 -40 +016 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2007 Design Evaluation for: B34 Beam -Column Member Approved By: Approval Date: G7. Weak Axis Shear in Singly and Doubly Symmetric Shapes The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling, however, only yielding is provided below since all W -shapes are compact for weak axis shear. See G2.1 b if the flange exceeds the slendemess limit. bf — = 13.6 tf must be less than 43v.x (I)v.yd Cv.x := Cv.yd Af bf•tf Vn.x := 0.6•Fy•(2Af)'Cv.x (Ov.x = 1.0 Cv x = 1.000 Af = 7.8•in2 2.24 s = 53.9 FY cU,x = 469:7`kip LRFD resistance factor used only for shear yielding Web shear coefficient when h < 2.24 tom, Fy Shear area of a single flange Nominal shear strength for weak axis bending vex no 4- f6-9 kipl Dctored loading axisesign weak shear strength for use with Summary of Shear Resistance versus Demand and Required Number of Bolts Strong Axis Weak Axis Resistance Demand Required Bolts v Y Vn y = 225•2•kip Shear Vymax = 9.1•kip Connection Vb := I(Vyma2 + PC2) (0v.x. Vn.x = 469.7 •kip Vxmax = 32.0•kip Vb - 2.0 (I)Rn.b Including Axial Load Vxmax - 2.9 (I)Rn.b Page 9 of 9 193 of 571 400 001 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B35 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B35 Design for Wide Flange Flexure Member Cross-section Inputs: W8:X�`10', Ag := 2.96•in2 Ix := 30.8in4 /3':= 2.09•in4 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: := 12in Lbx Ls := 98in d := 7.89in tom, := 0.170 -in Sx := 7.81 in3 Zx := 8.87• in3 Sy := 1.06•in3 Zy := 1.66•in3 Es := 29000•ksi Based on AISC SCM 13th ed.(2005) bf := 3.94•in rx := 3.22•in ry := 0.841 • in tf := 0.205 • in Jt := 0.0426in4 Cµ, := 30.9in6 kdes 0.505in Fnb 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Mxmax 101•kip•in Applied maximum Factored strong axis moment (absolute value) Rm := 1 Cross-section monosymmetry parameter = 1 for wide flanges AS := 0.lin Maximum unfactored snow load deflection Vymax 3.6kip Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 194 of 571 440 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B35 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions (1)b :_ .90 Cb := 1 Compression Flange has continuous lateral support B4. Classification of Sections for Local Buckling bf b:=- 2 Al := Al = 9.6 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.0•in Flange width for Case 1 in Table B4.1 tf FEs Apl := .38• FY Apl = 9.2 rEs Ari := 1.0• F X1.1 = 24.1 Y Casel_Check = "Flanges Non -Compact" h := d - (2•kdes) X9 _ t w fFEs Ap9:= 3.76. Es 5.70. — FY h = 6.9•in kj = 40.5 Ap9 = 90.6 Arg = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2of5 195 of 571 410 • Oto .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B35 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural. strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section FI3 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy' Zx Myx := Mp Myx = 443.5•kip•in Plastic moment establishing the limit state of yielding 2. Lateral Torsional Buckling Lp := 1'76•ry• y ho:=d—(tf) c1:= 1 Lp = 2.97•ft ho = 7.7.in I ),\, its := rts = 1.0•in Sx Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es Jt•c1 Lr := 1.95 its 1 + 1 + 6.76• .7•Fy Sx•hoi Lr 8.56.ft Mnl := Cb Mp — [Mp — (7•Fy•Sx)i Lbx — Lpj] Lr — Lp MP' := if(Mn 1 <Mp,Mn1,MP) Mn1 = 443.5•kip•in Fcrx : 400 4110. .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B35 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions 4v yd := 1.0 (1)v.b := 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Ate, := d•tw Ate, = 1.3•in2 (a) Yielding Cv.yd := 1.0 (b) Buckling kv:= 5 h kv•E (i) For — < 1.10 tom, FY LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24 — tom, Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 rFtv-7. hkv•E(ii) For 1.10< — <_ 1.37kv'Es y tom, Fy FY Cv.b.ii := 1.10 h tw (iii) For —h > 1.37 tW kv•E Fy kv'Es (c) Governing Resistance rpv y = 1.0 Cvy= 1.000 Vn.), := 0.6•Fy•`°'w•Cv.y Vny-40.2-kip Limit_State_Shear = "Yielding" C..L::::= 1.51 40.21kip 2 h •Fy tw Nominal shear strength for strong axis bending Design strong axis shear strength for use with factored loading Page 4 of 5 197 of 571 44.46 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B35 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance 4b•Mnx = 399.2•kip•in Shear CPV y Vn y = 40.2•kip Snow Load Deflection Ls 240 Bolt Strength db := .875in Ns := 1 (1)12n.b (.75)•Fnb.Ab.Ns Nb Vymax wRn.b = 0.408 • in Tr 2 Ab := 4 db 4:0Rn.b = 21.6•kip Nb = 0.2 • bolts Demand Unity Check Mxmax = 101.0•kip•in Mxmax — 0.25 fib' MID( V Vymax = 3.6 kip ymax — 0.09 4v.y Vn.y As = 0.100•in OS•240 — 0.24 Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5 of 5 198 of 571 +4$ 4P40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B36 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: B36 Design for HSS Beam -Column Based on AISC 13th Ed. LRFD Provisions (2005) List of Contents 1) General Parameters 2) HSS Axial Member Design 3) HSS Flexure Member Design 4) HSS Torsion Member Design 5) Summary of Individual Maximum Member Forces and Capacities 6) Interaction Member Design for Combined Forces 1) General Parameters Member Cross-section Inputs HSS 12" X 6" X 0.3125" Ag := 9.92in2 Ix := 184i.n4 t := 0.291 in Sx := 30.7in3 B := 6in Zx := 38.1in3 H:= 12in rx:=4.31in Material Inputs Fy 46 := 46•ksi Es := 29000ksi Analysis Inputs Lb.x := 165in Lb.y := 165in Kx := 1.0 Ky := 1.0 Fu.46 •.= 58•ksi Iy := 62.8in4 j := 152in4 Sy := 20.9in3 C := 38.8in3 Z := 23.6in3 b := B — 2(1.54) b = 5.127•in ry := 2.52in h := H — 2(1.54) h = 11.127•in Yield and ultimate strength of ASTM A500 Gr B steel Modulus of elasticity for steel Laterally unbraced length for strong axis buckling (distance between brace points) Laterally unbraced length for weak axis buckling (distance between brace points) Column effective length factor for buckling about the strong axis Column effective length factor for buckling about the weak axis Maximum Individual Forces on Member: Mux := 93kip•in Vu.), := 2.2kip Mu.y := 126kip• in Vu.x := 2.9kip Factored strong axis moment Factored strong axis shear Factored weak axis moment Factored weak axis shear Worst Load Combination on Member - LRFD #4: 70kip•in Mu.x.i i := 0.lkip Vu.y. Mu y i :=•98kip•in Vu.x.i 2.8kip Page 1 of 8 199 of 571 •404 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B36 HSS Member Approval Date: Tu := 24kip•in Pc.0 := 42kip 0.0kip Pt.0 Factored torsion Factored axial compression Factored axial tension Tui := 19kip•in Pc.u.i 42kip Ft.u.i Okip The individual forces above are used to check each capacity (e.g., tension, strong axis moment, torsion, etc.) of the member, while the combined forces are used to check the interaction of various forces at cross sections along the length of the member to determine the most severe loading on the member. 2) HSS Axial Member Design Tension Member Design Oty:= .90 4)t.r :_ .75 Check Slenderness (AISC DI) Lbx= 38.3 Lb y = 65.5 Want Tess than 300 for tension members rx ry Effective Net Area of Tension Members (AISC D3) An := 1.0•Ag An = 9.920•in2 Net area for continuously welded connections Resistance factor used for steel yielding in tension Resistance factor used for steel rupture in tension U:= 1.0 Ae := U•An Ae = 9.920 • in2 Design Tensile Strength (AISC D2) Pn.t.y •.= Ag Fy.46 Fn.t.r :_ Ae Fu.46 Ot.y'Pn.t.y = 410.69. kip (0t.r'Pn.t.r = 431.52•kip OFn.t:= min((kt,y'Pn.t.y'kt.r'Pn.t.r) Compression Member Design (1)c := 0.90 Kx = 1.00 Shear lag factor for tension load transmitted to entire cross-section of member Effective net area Equation 3.1-1 for limit state of yielding in tension Resistance for yielding in tension Equation 3.1-2 for limit state of rupture in tension Resistance for rupture in tension Pnt�==4HOF7 kip Design tensile strength of member Resistance factor used for steel in compression 1C, = 1.00 Column effective length factors defined previously Check Slenderness (AISC E2) Kx' Lb.x = 38.3 rx Lb•y ry — 65.5 Want less than 200 for compression members Page 2 of 8 200 of 571 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 y 1 1 1 1 1 •*16 Uri i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B36 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: Check Local Buckling (AISC B4) b Xcol.x ••= t Es Xcol.y — Xr.col 1.4• Xcol.x = 17.6 t Fy 46 >`col.y = 38.2 Compression_Local_Buckling := if (max(Xcol.x , > col.y) > Xr.col , "SLENDER" , "NON -SLENDER" Compression_Local_Buckling = "SLENDER" IMPORTANT NOTE: Since cross-section is slender, additional reductions from AISC E7 apply. Design Compressive Strength (AISC E3) Elastic Critical Buckling Stress: 2 Fe.x •= IT2•Ers• x Kx' Lb.x r Fey := 7r2•Es• Y Ky.Lb•y Fe := min(Fe.x,Fe.y) 2 Fe.x = 195.29•ksi Fey = 66.76•ksi Fe = 66.76•ksi Slender Element Reduction (AISC E7): he.c := 1.92•t• Es 1 — 0.38 Es Fy.46 > col.y Fy.46j Qa• Ag Ag — 2.(h — he.c)'t Compressive Strength: Qa'Fy.46 F F1 := Qa•".658 e 'Fy.46 F2 := .877•Fe Qa = 0.9649 F1 = 33.603•ksi F2 = 58.550•ksi Fcr.col := if(Fe>_ 0.44•Qa•Fy.46,F1,F2) Fcr.col = 33.60•ksi Fn.c Ag'Fcr.col (I)Pn.c (I)c'Fn.c Pn.c = 333.34.kip n (300 0 kip{ >`r.col = 35.2 Elastic buckling stress about strong axis Elastic buckling stress about weak axis Governing elastic critical buckling stress he.c = 10.5281.in Reduction factor for slender stiffened elements Critical stress for inelastic column buckling Critical stress for elastic column buckling Critical column stress for member Nominal compression capacity Design compressive strength of member Paae 3 of 8 201 of 571 4 • 4 U n i -Systems SkyVenture Date of Creation: 14R4-4.3 Steel Frame January 18, 2008 Design Evaluation for: Approved By: B36 HSS Member Approval Date: 3) HSS Flexure Member Design Strong Axis Bending (013 := 0.90 Mp.x Zx'Fy.46 Mr.x = Sx'Fy,46 Local Buckling (AISC B4) Flange in Uniform Compression: Mp x = 1752.6•kip•in Mr.X = 1412.2•kip•in b c.fx •= >.p.c.f := 1.12• ES Fy.46 Resistance factor used for steel in bending Plastic moment of section Yield moment of section > c.fx = 17.6 Wall slenderness parameter >`p.c.f = 28.1 Maximum compact wall slenderness parameter FlangeX_Local_Buckling := if(Xc.f x < Xp.c.f , "COMPACT" , "NOT COMPACT" ) Web in Flexure: Xw.x := t ES X., := 2.42• Fy.46 FlangeX_Local_Buckling = "COMPACT" N. x = 38.2 Wall slenderness parameter >.pw= 60.8 Maximum compact wall slenderness parameter WebX_Local_Buckling := if(XW x <_ Xp w, "COMPACT" , "NOT COMPACT" ) WebX_Local_Buckling = "COMPACT" IMPORTANT NOTE: If flanges or webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) Mn.x Mp.x Mn.x 1)b.Mn.x Mn.x = 1752.6•kip•in Nominal strong axis bending strength of member rMnz = 1577:3:kip•i j Design strong axis bending strength of member Strong Axis Shear (in y direction) cpv := 0.90 Aw.y := 24h•t Aw y = 6.476•in2 Resistance factor used for steel in shear Shear area for strong axis flexure Page 4 of 8 202 of 571 ice U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: Approved By: B36 HSS Member Approval Date: Wall Slenderness Parameters ,yy :_ h t kv := 5 -y := 1.10• y.46 kv.Es F ryy = 38.2 71 = 61.8 Wall shear slenderness parameter Web plate buckling coefficient Limit 1 wall shear slenderness parameter WebY_Shear_Buckling := if (^yy <_ ^y 1, "COMPACT" , "NOT COMPACT" ) WebY_Shear Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G51 Cv y := 1.0 Vn y := 0.6•Fy.46•Aw.),'Cv.y Vn y = 178.7•kip (Wily := :_ 4,•ti60 kip' Vn•Y vn'Y� a " d Web shear coefficient for compact section Nominal shear strength for strong axis flexure Design strong axis shear strength of member Weak Axis Bending 413 = 0.90 Resistance factor used for steel in bending Mp y := Zy•Fy 46 Mp y = 1085.6•kip•in Plastic moment of section Mr.y := Sy•Fy 46 Mr.y = 961.4•kip•in Yield moment of section Local Buckling (AISC B4) Flange in Uniform Compression: h Xc.f.y := >`p.c.f = 28.1 >`r.c.f 1.40• y.46 FlangeY_Local_Buckling := if(Xc.f.y < Xp.c.f,"COMPACT" ,if(Xc.f.y < Xr.c.f,"NONCOMPACT" , "SLENDER" )) Es F >`c.£y = 38.2 Wall slenderness parameter Maximum compact wall slenderness parameter Xr.c.f = 35.2 Maximum noncompact wall slenderness parameter Web in Flexure: FlangeY_Local_Buckling = "SLENDER" >.v, y = 17.6 Wall slenderness parameter Page 5 of 8 203 of 571 Page6of8l ••414 .40 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B36 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: Xpw=60.8 Maximum compact wall slenderness parameter WebY_Local_Buckling := if(X� y _< Xp w, "COMPACT" , "NOT COMPACT") WebY_Local_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC F7 may apply. Bending Strength (AISC F7) he.c.fy := 1.92 t Es 1 — 0.38 T Es Fy.46 Xc.fy Fy.461 Ieff.y Iy — 2.[(h — he.c.fy)'t•[0.5.(B — t)]2] (21 `BJ Mn.y:= Fy.46'Seffy Seff.y := Ieff.y' (1)NIn.y '1)b'Mn.y Weak Axis Shear (in x direction = 0.90 `°'w.x 2•)•t Mn y = 919.4.kip•in r�Mn.Y = 82=794 • kip. it Aw.x = 2.984•in2 Wall Slenderness Parameters 71 = 61.8 7x = 17.6 he.c.fy = 10.5281 in Ieffy = 59.9598•in4 Selly = 19.987•in3 Nominal weak axis bending strength of member Design weak axis bending strength of member Resistance factor used for steel in shear Shear area for weak axis flexure Wall shear slenderness parameter Limit 1 wall shear slenderness parameter WebX_Shear_Buckling := if (^yx <_ -y 1, "COMPACT" , "NOT COMPACT" ) WebX_Shear_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC G2 may apply. Shear Strength (AISC G2 and G5) Cv.x := 1.0 Vn.x:= 0.6•Fy.46''4w.x'Cv.y 4Vn,x (I)v'Vn.x Web shear coefficient for compact section Vn x = 82.4.kip Nominal shear strength for weak axis flexure �;UnkX, = 74.1 .kipl Design weak axis shear strength of member 204 of 571 +4 0,0 Urii-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B36 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 4) HSS Torsion Member Design cot := 0.90 Wall Slenderness Parameters ht := max(b,h) ht T :_ - t Es T1 := 2.45 Fy.46 ht = 11.127•in T = 38.2 T1 = 61.5 Resistance factor for steel tubes in torsion Controlling dimension of tube for torsion Wall shear slenderness parameter Limit 1 wall shear slenderness parameter Web_Torsion_Buckling := if (T <_ T1 , "COMPACT" , "NOT COMPACT" ) Web_Torsion_Buckling = "COMPACT" IMPORTANT NOTE: If webs are not compact, additional reductions from AISC H3 may apply. Torsion Strength (AISC H3) Fcr.t := 0.6•Fy.46 Tn Fcr.t•C clTn :_ cktr. Tn Fcr.t = 27.6•ksi Critical torsion stress for compact section Tn = 1070.9•kip•in Nominal torsion capacity Tn= �963:8'•kip i Design torsion strength of member fir Page 7 of 8 205 of 571 0404 .40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B36 HSS Member Date of Creation: January 18, 2008 Approved By: Approval Date: 5) Summary of Individual Maximum Member Forces and Capacities Axial Capacities On.t = 410.7•kip �Pn.c = 300.0•kip Flexure Capacities (1)Mn.x = 1577.3•kip•in cl)Vn y = 160.9.kip cl)Mu.y = 827.4•kip•in cl)Vn.x = 74.1 •kip Torsion Capacity 4Tn = 963.8•kip•in Applied Axial Forces Pt.0 = 0.0•kip Pc.0 = 42.0•kip Applied Flexure Forces Mux = 93.0•kip•in Vu.y = 2.2 -kip Mu.y = 126.0•kip•in Vu.x = 2.9•kip Applied Torsion Force Tu = 24.0 -kip -in 6) Interaction Design for Combined Forces HSS Subject to Combined Bending and Axial Forces (AISC 1-11) RP.i Pc.u.i Pt.u.i 4Pn.c ' (P'Pn.t 8 Mu.x.i Mu.y.i 11 := 9 4)M + �M n.x n.y I := RP.1 ( Mu.x.i 2 2 \ Mn.x Rpi=0.140 if (Rp.i >_ 0.2,11,12) = 0.2328 Unity Checks Pt u — 0.000 cOPn.t c.0 (1)Pn.c u.x (1)Mn.x Vu.y = 0.014 (I)Vn.y Mu,y — 0.152 (I)Mn.y Vu.x — 0.140 = 0.059 — 0.039 4)Vn.x Tu 4)Tn = 0.025 Maximum axial force usage ratio Okay if < 1.0 IMPORTANT NOTE: If the torsion usage ratio is greater than 0.20, additional checks from AISC H3 may apply. Page 8 of 8 206 of 571 .41 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B37 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B37 Design for Wide Flange Flexure Member Cross-section Inputs: .W1B X 35 Ag := 10.3•in2 d := 17.7in tw:= 0.300.in Ix := 510in4 Sx := 57.6•in3 Zx := 66.5•in3 Iy := 15.3•in4 Sy := 5.12•in3 Zy := 8.06•in3 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx := 93in Ls := 277in Es := 29000•ksi Mxmax := 1296.kip.in MxA := 1290•kip. in MxB := 1280.kip.in Mxc := 1267•kip•in Rm := 1 OS := 0.30in Vymax := 14.6kip Based on AISC SCM 13th ed.(2005) bf := 6.00 -in rx := 7.04.in ry := 1.22 -in tf:= 0.425•in Jt := 0.506in4 Com, := 1140in6 kdes := 0.827in 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored snow load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 207 of 571 046 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B37 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions :_ .90 12.5•M xmax cb 2.5•Mxmax + 3.MxA + 4•MxB + 3•MxC Rm Cb := if (cb <_ 3.0, cb , 3.0) Cb = 1.0105 B4. Classification of Sections for Local Buckling bf b := — 2 Al := b Al = 7.1 LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be Tess than 3.0. b = 3.0•in Flange width for Case 1 in Table B4.1 tf Es Apl:=.38 F Y rFYArt := 1.0• Case 1_Check = "Flange Compact" Ap l = 9.2 Art = 24.1 h := d - (2•kdes) h = 16.0•in A9 := h A9 = 53.5 tw E Ap9 := 3.76. Fs Ap9 = 90.6 [ETArg := 5.70• Arg = 137.3 Case9_Check = "Web Compact" Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in Case 1 for flange buckling inbending Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending Web height for Case 9 in Table B4.1 Width to thickness ratio used in Case 9 for web local buckling in bending Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Note: If both flanges and webs are below non -compact limits continue on to section F2. If either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 208 of 571 ••. 0.40 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B37 Flexure Member Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy•Zx Myx := Mp Myx = 3325•kip•in 2. Lateral Torsional Buckling Es Lp := 1.76.ry. L = 4.31•ft ho := d — (tf) c1:= 1 Iy•Cw its := S x ho = 17.3•in its = 1.5•in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration Es It cl .7•Fy Sx•ho 2 L :— 1.95 r 1 + 1 + 6.76 Lr — is 7 FSx•ho Es y It.cl Lr = 12.38•ft Lbx — IV)] Mnl := Cb• MP — CMP — (•7.FY.Sx)1 Lr — Lp MnI if(Mn1 5Mp,Mn1,MP) Mn1 = 2796.1•kip•in Fcrx :_ Cb.ir .Es Lbx its Mn2 := Fcrx•Sx MnE if (Mn2 < Mp, Mn2, MP) MnE = 2 It•cI Lbx 1 + .078 [S.h0 its 3325 •kip • in Limit State = "Inelastic LTB" Fcrx = 82.21•ksi -014 `nx�=�2796k p in M x _2516.5: kip;.ih If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Lb > Lr Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 209 of 571 04A Uni-Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B37 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear: buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the, provisions in G3. G1. General Provisions kv yd := 1.0 Ov.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength A := d•tw (a) Yielding Cv.yd := 1.0 (b) Buckling kv := 5 LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling A. , = 5.3• int Shear area of web h kv•E (i) For — < 1.10 tom, Fy kv•E h kv•E (ii) For 1.10 < — < 1.37 Fy tF om, y shear coefficient when h < 2.24FE- Webtom,y Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 kv•Es Fy Cv.b.ii := 1.10 h (iii) For —h > 1.37 kv•E tw FY kv•Es (c) Governing Resistance cOvy= 1.0 Cvy= 1.000 Vn y := 0.6•Fy•'4w•Cv.y Cv.b.iii := 1.51 2 h •Fy tw .1.59:3 •kip Limit_State Shear = "Yielding" Nominal shear strength for strong axis bending Design strong axis shear strength for use with y n,y = 1�59.3•kiipp' factored loading Page 4of5 210 of 571 040 Uni-Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B37 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Resistance Demand Unity Check Moment (0b' Mnx = 2516.5•kip•in Shear d)v Y Vn y = 159.3.kip Snow Load Deflection Ls 240 Bolt Strength db := .875in Ns := 1 4:111n.b := (.75)•Fnb.Ab.Ns Vymax Nb (I)Rn.b = 1.154•in Ab :_ 1 db2 4 itoRn.b = 21.6•kip Iib, , 617 Mxmax = 1296.0•kip•in Vymax = 14.6.kip DS = 0.300•in Nominal Bolt size Number of shear planes Mxmax (0b' Mnx = 0.51 Vymax = 0.09 (1)v.y vn.y As.240 — 0.26 Ls Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. bolts Minimum required bolts for shear Page 5 of 5 211 of 571 11100 Un i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B39 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B39 Design for Wide Flange Flexure Member Cross-section Inputs: 'W16 X.26 Ag := 7.68•in2 Ix := 301in4 d := 15.7in tw := 0.250•in Sx := 38.4•in3 Zx := 44.2•in3 Iy := 9.59•in4 Sy := 3.49•in3 Zy := 5.48•in3 Material Inputs: FY := 50•ksi Fu := 65•ksi Analysis Inputs: Lbx := 67in Ls := 200in Es := 29000•ksi Mxmax := 401 kip. in MxA:= 400.kip.in MxB := 401 •kip•in Mxc := 400•kip•in Rut := 1 aS := 0. loin Vymax := 5.8kip Based on AISC SCM 13th ed.(2005) bf := 5.50•in rx := 6.25 • in ry := 1.12•in tf := 0.345•in kdes 0.747in Jt := 0.262in4 Com,:= 565in6 Fnb := 48ksi Nominal Shear strength of A-325 bolt, threads included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Applied Factored X moment at quarter point of unbraced segment (absolute value) Applied Factored X moment at centerline of unbraced segment (absolute value) Applied Factored X moment at the three-quarter point of unbraced segment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored snow load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 212 of 571 • 04 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B39 Flexure Member Approved By: Approval Date: Chapter F: Design of Members for Flexure F1. General Provisions '1)1) := .90 12.5•M xmax cb 2.5•Mxmax + 3'MxA + 4'MxB + 3'MxC Rm Cb := if (cb <_ 3.0, cb , 3.0) Cb = 1.0012 B4. Classification of Sections for Local Buckling bf b := — 2 X l := X1 = 8.0 tf LRFD resistance factor used for bending LTB modification factor for non-uniform moment diagrams when both ends of unsupported segment are braced. Can conservatively assume Cb=1.0 for all cases. Free ends Cb=1.0. Must be less than 3.0. b = 2.8•in Flange width for Case 1 in Table B4.1 rF Cpl := .38• rEs > i := 1.0• F Y Width to thickness ratio used in Case 1 for flange local buckling in uniform compression Compact limiting width to thickness ratio used in apl = 9.2 Case 1 for flange buckling inbending >r1 = 24.1 Casel_Check = "Flange Compact" Non -Compact limiting width to thickness ratio used in Case 1 for flange buckling in bending h := d – (2•kdes) h = 14.2•in Web height for Case 9 in Table B4.1 X9 := h X9 = 56.8 Width to thickness ratio used in Case 9 for web local tw buckling in bending rEs Xp9 := 3.76. — FY Es Xj := 5.70. — FY = 90.6 Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Xj = 137.3 Non -Compact limiting width to thickness ratio used in Case 9 for web buckling in bending Case9_Check = "Web Compact" Note: If both flanges and webs are below non -compact limits continue on to section F2. if either the web or flange is non -compact in bending, flexural strength is determined using section F3 or F4. Page 2 of 5 213 of 571 4"4"$ U n i -Systems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B39 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: F2. Doubly Symmetric Compact I -Shaped Members and Channels Bent About Their Major Axis The nominal flexural strength Mn is taken to be the lower value obtained according to the limit states of yielding and lateral torsional buckling. If there are holes in the tension flange in high moment regions, Section F13 dealing with hole reduction may control the bending strength 1. Yielding Mp Fy' Zx Myx := Mp M = 2210•kip•in Yx 2. Lateral Torsional Buckling := 1.76•r . Lp ho := d - (tf) cl:= 1 its :_ Lr:= 1.95•rts• Lr= 11.21.ft Mn1 := Cb• Mp - CMP - (.7.Fy.Sx)] MnI if(Mn1 5Mp,Mn1,Mp) Es L = 3.96.ft Fy ha = 15.4•in rts= 1.4in Plastic moment establishing the limit state of yielding Limiting unbraced length below which the limit state of LTB does not apply Distance between flange centroids Parameter used to find Lr. c=1 for doubly symmetric I -shape Effective radius of gyration 1 Es ( Jt'cI 1+ 1+6.76. '7 Fy \ Sx'ho 2018 kip in Mn1= Ecru • Cb'7C2•Es Lbx 2 its Lbx - Lp)- L- L rp jl + .078• Mn2 := Fcrx•Sx MnE := if (Mn2 < Mp,Mn2,Mp) 2210•kip•in MnE = Limit_State = "Inelastic LTB" Jt' cI \ (Lbx 2 Sx•ho, its Fy Sx•h2 o Es Jt.cI If unbraced length is greater than Lp but less than Lr the limit state of Inelastic LTB applies. When Lb > Lr elastic LTB can occur Inelastic lateral torsional buckling moment, must be less than or equal to the plasitc moment. Use when Lp < Lb < Lr. Critical elastic lateral torsional buckling stress when Fcrx = 127.24•ksiLb > Lr MI v4 208;111.7i. p'. i ! nx 4 [ M ik.-:. 1,846:42.4015:11A Maximum moment allowed to prevent the limit state of elastic lateral torsional buckling when Lb > Lr. Must be less than or equal to Mp Nominal flexural strength for strong axis bending Design strong axis flexural strength for use with factored loading Page 3 of 5 214 of 571 •10 • U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B39 Flexure Member Approved By: Approval Date: Chapter G: Design of Members for Shear The nominal shear strength Vn is taken to be the lower value obtained according to the limit states of shear yielding and shear buckling. Post buckling strength due to tension field action is conservatively not considered below, but could be included by using the provisions in G3. G1. General Provisions �v yd := 1.0 (1)v.b 0.9 G2. Members with Unstiffened or Stiffened Webs 1. Nominal Shear Strength Aw := d•tw Aw = 3.9•in2 (a) Yielding Cvyd:= 1.0 (b) Buckling kv := 5 h kv•E (i) For — S 1.10 tw Fy LRFD resistance factor used for shear yielding LRFD resistance factor used for shear buckling Shear area of web Web shear coefficient when h < 2.24- tw Fy Buckling constant for unstiffened webs with h/tw<260, see G2.1 b for other cases Web shear coefficients for buckling Cv.b.i := 1.0 rYvkv'Es h v•(ii) For 1.10< — < 1.37 tv, FY Fy Cv.b.ii := 1.10 h kv•E (iii) For — > 1.37 tw Fy kv'Es Cv.b.iii := 1.51 rl2 (c) Governing Resistance I i. 'Fy tw ckvy= 0.9 Cvy= 1.000 Vn.y := 0.6•Fy•Aw•Cv.y �!7.7•k Nominal shear strength for strong axis bending Limit_State_Shear = "Buckling" Design strong axis shear strength for use with R� Va 106 O'kij factored loading E p �.yn;yam j Page 4 of 5 215 of 571 110 U n i -Systems SkyVenture 14R4-4.3 Steel Frame Date of Creation: January 18, 2008 Design Evaluation for: B39 Flexure Member Approved By: Approval Date: Summary of Resistance versus Demand and Required Number of Bolts Moment Resistance (kb•Mnx = 1816.2•kip•in Shear •:t)v y Vn y = 106.0•kip Live Load Deflection Ls — = 0.833•in 240 Bolt Strength db := .875in Ab := 'rrdb2 4 Ns := 1 (I)Rn.b :_ (.75)•Fnb'Ab'Ns Nb ORn.b Vymax �Rn.b = 21.6•kip Nb = 013' 1 bolts Demand Unity Check Mxmax = 401.0•kip•in Mxmax Vymax = 5.8•kip Vymax - 0.05 (1)v.y' Vn.y OS = 0.100•in as 240 - 0.12 - 0.22 (Ob' Mnx Ls Nominal Bolt size Number of shear planes Single bolt resistance for a 7/8 inch A325 bolt in a bearing type connection with the threads assumed included in the shear plane. Minimum required bolts for shear Page 5 of 5 216 of 571 • • Uni-Sy stems SkyVenture 14R4-4.3 Steel Frame Design Evaluation for: B40 Flexure Member Date of Creation: January 18, 2008 Approved By: Approval Date: B40 Design for Wide Flange Flexure Member Cross-section Inputs: W18X50. Ag := 14.7•in2 Ix := 800in4 Iy := 40.1 • in4 Material Inputs: F := 50•ksi FU := 65•ksi Analysis Inputs: Lbx := 67in Ls := 314in d := 18.0in tom,:= 0.355•in Sx := 88.9•in3 Zx := 101•in3 Sy := 10.7•in3 Zy := 16.6•in3 Es := 29000•ksi 1568•kip•in Mxmax Rm := 1 AS := 0.25in 22.4kip Vymax Based on AISC SCM 13th ed.(2005) bf := 7.50•in rx := 7.38•in ry := 1.65•in tf := 0.570•in Jt := 1.24in4 Com, := 3040in6 kdes 0.972in 48ksi Nominal Shear strength of A-325 bolt, threads Fnb := included in shear plane Unsupported Length of Member Perpendicular to Strong Axis Bending Span length of member Applied maximum Factored strong axis moment (absolute value) Cross-section monosymmetry parameter = 1 for wide flanges Maximum unfactored snow load deflection Applied maximum Factored strong axis shear (absolute value) Page 1 of 5 217 of 571