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Home My WebLink AboutPermit D14-0198 - ROUND ONE BOWLING & AMUSEMENT - TENANT IMPROVEMENTROUND ONE BOWLING & AMUSEMENT 2351 SOUTHCENTER MAIL D14-0198 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: htto://www.TukwilaWA.Aov DEVELOPMENT PERMIT 9202470090 Permit Number: 2351 SOUTHCENTER MALL Issue Date: Permit Expires On: ROUND ONE BOWLING & AMUSEMENT D14-0198 10/28/2014 4/26/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WESTFIELD PROPERTY TAX DEPT PO BOX 130940, CARLSBAD, OK, 92013 SHANE LABETH 1601 SW 89 ST, STE G100 , OKLAHOMA CITY, OK, 73159 Phone: (405) 609-6161 BARSTO CONSTRUCTION INC Phone: (816) 421-5677 1601 IRON ST, NORTH KANSAS CITY, MO, 64116 BARSTCI862P4 Expiration Date: ROUND 1 ENTERTAINMENT, INC. 1600 S AZUSA AVE STE 285 , CITY OF INDUSTRY, CA, 91748 DESCRIPTION OF WORK: A FULL INTERIOR FINISH OUT OF 1893 SF ON THE FIRST FLOOR AND 10,189 SF OF THE SECOND FLOOR. WORK TO INCLUDE MINOR DEMOLITION, NEW WALLS, AND ALL NEW INTERIOR FINISHES. NEW EXTERIOR FINISHES WILL BE COMPLETED AT THE EAST AND WEST ENTRANCES. Project Valuation: $1,255,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $18,924.62 Occupancy per IBC: A-3 Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: ADate: I V -..xiJ-v i I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agr to the conditions attached to this permit. Signature: Print Name;, nc.in tj `(Lr4.0 i Date: th-t1 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or Tess. (IFC 906.3) (NFPA 10, 5.4) 1: 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) 2: 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) 3: 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, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: 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) 7: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 8: 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) 9: 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 1011.6) 10: 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 hardware. (IFC 1008.1.10) 11: 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 1011.6.3) 12: 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) 13: 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 1006.3.1) 17: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 15: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 14: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 18: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2437. (ALL FIRE ALARM COMPONENTS TO BE TIED TO THE MAIN MALL FIRE ALARM PANEL.) 20: 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 #2437) 19: 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 #2437) (IFC 901.2) 21: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 22: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 24: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 25: Post address on storefront(s) per approved Westfield standards. 26: 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 807.1, 807.2) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 27: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 28: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 29: ***BUILDING PERMIT CONDITIONS*** 30: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 31: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 32: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 33: 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. 34: Installation of high -strength bolts shall be periodically inspected in accordance with AISC specifications. 35: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 36: 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. 37: 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. 38: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 39: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 40: Readily accessible access to roof mounted equipment is required. 41: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 42: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 43: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 44: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 45: All food preparation establishments must have Seattle/King County Department of Public Health sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection shall be made by calling Seattle/King County Department of Public Health, (206/296-4928), at least three working days prior to desired inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by the agency on the job site. 46: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 47: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 48: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 49: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 50: 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). 51: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 52: 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. 53: ***PUBLIC WORKS PERMIT CONDITIONS*** 54: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 55: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 56: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 57: Any material spilled onto any street shall be cleaned up immediately. 58: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 59: Prior to Public Works final provide as-builts and ACAD CD of grease interceptor installation and location. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 0612 EXT ROOFING INSUL 0450 F&S RESISTANT PEN 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 5220 GREASE INTERCEPTOR 0502 LATH & GYPSUM 1600 PUBLIC WORKS FINAL 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4025 SI-STEEL CONST 4004 SI-WELDING 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: 2J (For office use only) CONSTRUCTION PERMIT APPLICATION 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 WESTFIELD SOUTHCENTER MALL King Co Assessor's Tax No.: N/A Site Address: 2800 SOUTHCENTER MALL Suite Number: 1600 Floor: 2ND Tenant Name: ROUND 1 BOWLING & AMUSEMENT PROPERTY OWNER Name: WESTFIELD, LLC Address: 2049 Century Park East, 41 st Floor City: Century City State: CA Zip: 90067 CONTACT PERSON — person receiving all project I communication Name: SHANE LABETH Address: 1601 SW 89TH ST. SUITE G100 City: Oklahoma City State: OK Zip: 73159 Phone: (405) 609-6161 Fax: (405) 601-6810 Email: slabeth@ca-ok.com GENERAL CONTRACTOR INFORMATION Company Name: TO BE DETERMINED Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applicatior\Fomrs-Applicatiore On Line\201 l ApplicationsTennit Application Revised - 8-9-11. docx Revised: August 2011 bh New Tenant: m Yes ❑ .. No ARCHITECT OF RECORD Company Name: CORNERSTONE ARCHITECTURE Architect Name: SHANE LABETH Address: 1601 SW 89TH ST. SUITE G100 City: OKLAHOMA CITd State: OK Zip: 73159 Phone: (405) 609-6161 Fax: (405) 601-6810 Email: slabeth@ca-ok.com ENGINEER OF RECORD Company Name: N/A Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Round 1 Entertainment, Inc. Address: 1600 South Azusa Ave. Suite 285 City: City of Industry State: CA Zip: 91748 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 1,250,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): A full interior tenant finish out will be there be some minor demolition, new walls, plumbing, HVAC ductwork and all new finishes on the interior. New signage at 3 sides of the anchor building and new exterior finishes at the east and west entrances. 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 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Is' Floor 1,893 I e, A---e3 2nd Floor 40,189 ki 15 rp� 1 2, 3td Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applicatioes\Fonts-Applications On Line\2011 Applicatiots\Pennit Application Revised - 8-9-1 I .dose Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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). 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 OWNER A HORIZ AG NT: Signature: Print Name: Shane Labeth Day Telephone: (405) 609-6161 Mailing Address: 1601 SW 89th St. Oklahoma City Ok 73159 Date: 06/23/2014 City State H: ApplicationsTortns-Applications On Line\2011 Applcatiots\Penmit Application Revised - 8-9-11.docx Revised: August 2011 bh Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PWmay adjust estimated fees ' 1 U-6 19er PROJECT NAME 4r-g)Lta 1 yatt444' PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization ��',t, Erosion prevention *I GO Water/Sewer/Surface Water -t&lit, 0. Road/Parking/Access 1 voo A. Total Improvements V5 . 0 3. Calculate improvement -based fees: / B. 2.5% of first $100,000 of A. (OT C. ' 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. AL PLAN REVIEW FEE 4. (B+C+D) 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards L $25011)1 $ IZ5.1v0 (4) Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Upto50CY Free 51-100 $23.50 101 —1,000 $37.00 1,001-10,000 $4925 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 15T 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERM' APPLICATION (1+4+5) $ 375, oc The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.11 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ !Z5; oc, 7. Pavement Mitigation Fee $ c' The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Review Fee roc Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101-1,000 $37.00 for 1g 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001-10,000 $194.50 for 1g 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 a 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 (6) (7) (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PWmayadjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10) $ 1 0)0 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011-12.31.2011 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 01LA Cash Register Receipt City of Tukwila Receipt Number R5414 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $66.50 D14-0198 Address: 2351 SOUTHCENTER MALL Apn: 9202470090 $66.50 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5414 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Tuesday, June 02, 2015 Paid By: RICHARD LINSMEIER Pay Method: CREDIT CARD 03683D Printed: Tuesday, June 02, 2015 9:55 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $66.50 D14-0198 Address: 2351 SOUTHCENTER MALL Apn: 9202470090 $66.50 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R5260 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Monday, May 11, 2015 Paid By: RICHARD LINSMEIER Pay Method: CREDIT CARD 011012 Printed: Monday, May 11, 2015 8:30 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ( ACCOUNT PermitTRAK I QUANTITY I PAID $12,297.76 D14-0198 Address: 2351 SOUTHCENTER MALL, Apn: 9202470090 $12,297.76 DEVELOPMENT $11,685.61 PERMIT FEE R000.322.100.00.00 0.00 $9,618.00 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 STRUCTURAL CONSULTANT E000.08.559.600.41.00 0.00 $2,063.11 PUBLIC WORKS $125.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 I 0.00 $125.00 TECHNOLOGY FEE $487.15 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R3406 R000.322.900.04.00 0.00 $487.15 $12,297.76 Date Paid: Tuesday, October 28, 2014 Paid By: BARSTO CONSTRUCTION INC Pay Method: CHECK 50146 Printed: Tuesday, October 28, 2014 8:49 AM 1 of 1 SYSTEMS 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAI ACCOUNT QUANTITY PAID 375.00 D14-0198 Address: 2 SOUTHCENTER MALL Akan: 9202470090 375.00 PUBLIC WORKS BASE APPLICATION FEE CONSTRUCTION PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R3094 R000.322.100.00.00 R000.345.830.00.00 0.00 0.00 $375,00 $250.00 $125.00 $375.00 Date Paid: Friday, September 12, 2014 Paid By: CORNERSTONE ARCHITECTURE Pay Method: CHECK 3551 Printed: Thursday, September 18, 2014 8:38 AM 1 of 1 c SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $8,115.68 D14-0198 Address: 1368 SOUTHCENTER MALL 1 Apn: 9202470090 $6,251.86 DEVELOPMENT $6,251.86 PLAN CHECK FEE R000.345.830.00.00 0.00 $6,251.86 EL14-0617 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $1,177.74 ELECTRICAL $1,177.74 PLAN CHECK FEE R000.345.832.00.00 0.00 $1,177.74 M14-0131 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $535.43 MECHANICAL $535.43 PLAN CHECK FEE R000.322.102.00.00 0.00 $535.43 PG14-0106 Address: 1368 SOUTHCENTER MALL Apn: 9202470090 $150.65 PLUMBING $150.65 PLAN CHECK FEE R000.322.103.00.00 TOTAL FEES PAID BY RECEIPT: R2471 0.00 $150.65 $8,115.68 Date Paid: Thursday, June 26, 2014 Paid By: ROUND ONE ENTERTAINMENT INC. Pay Method: CHECK 1926 Printed: Thursday, June 26, 2014 12:33 PM 1 of 1 YSTEMS INSPECTION RECORD ® Retain a copy with permit INSNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Projetyt a 1 , I Type of Inspection: Address: "2"3-5-1 SOUttr\liCA4 fg11 Date Called:/ Special Instructions: ate Waed: r—C a.m. p.m. Reque�bgr: � �r'(� Pho Approved per applicable codes. Q Corrections required prior to approval. MMENTS: �Y�mA//�IC 7"n��Ci S�Eps -rrt_sqi Inspector: Date: / _ 3` f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. c INSPECTION RECORD Retain a copy with permit IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION fly o l70 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: , Tyf spe ion:FC PLC? / Address: 233`1 Cir. (f Date Ca . Special Instructions: /OM Date ante f/T a.m. P.m. Reor (tYot (8, sesA 0 Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Fa [ a�- a r, Provide, r- ep Fr'kt-etI I Ply shell fi ri& L( f D/y- o/rG Inspector: Date ` 2.4 ` /3- n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 aW-O Prgj�cOt TYpeg�ln#pecti. c R ( 74; (-cog. p Call2`��f. . Address: Sami''�'�6Special Instructions:aAAA�-(J` ategan_t",:,6to a.m. P.m. Regm t c.Gtizv(® 6dej .57‘ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: / frOVcI€ Fh pto1-6 R.` �I tO Fifka. ( k r Cp1y-o(c skth per flirt r-ru 1 trfe apl apfrcv , Cq (( rexci ..0 c3 Inspector: )(c- pate/_; REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rc r INSPECTION RECORD etain a copy with permitIPW-0(FB 'I I1 J ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: 0 kA t ( Typ of I pection: , �(F“^q Address: 23 r ( fa(AstkCfgr AAC1 f I Date Cal tee Special Instructions: 4-41 Date a`nt,edL: 6 // a.m. aR(es agierAyit1 Phone No: EllApproved per applicable codes. El Corrections required prior to approval. COMMENTS: "vt.ct ( pre v(vG(v. r klzor .. via ( (K-Se G. 1) (il - o I Q'6 "AO( e &pi-- acild ree›- ✓(f, °b/e wr> sive€f i'Pc 50 s*v &ir.v_t- ,l(cttnq fr ride, w ell C' kt L gQ bsle8 6/7)14-k at( $ t,✓ (L5, ros oC( C q-.t 4 (o S&1S fi Th t1z" kt4�kt ®9i t�(vb( m tly" fJq Eck cs2 I of l 6 444 eC k eJ I2C voo 7 4.b .Si-t k n F( v € Fr { ( q-pt ems-'f eA cs1.1t -CV -10424 , N(-1 Inspector: Dat REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. e) INSPECTION RECORD Retain a copy with permit INS E TION N . PERMIT NO. CITY OF TUKWILA BUDDING DIVISION 6300 Southcenter 81vd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 prti o (?'8 powAct ( Type of Inspection(. :v AdAssAdd ss: DateCa Special Instructions: pM Date Wanted: - /S 6 -10 a a.m. m. Requester: Phone No: �Approved per applicable codes. Corrections required prior to approval. COMMENTS: cctu.cf((eist r ovtr'ac--1-6k Inspector: Date: G._ fo REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: ' Tye f Inspection: L. Address: sr fal 'fir /oaf r Date Called: Special Instructions: PAll Date Wanted: 6.� ( ( a.m. p.m. Re uester:l Ph e�No: j(ck c ®gQ a ccJ Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: r-E". Date:! 1 (J ` �j �1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ti INSPECTION RECORD Retain a copy with permit PO 1- 6( PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 _ rigj eCW" ( o Tyr of Inspection: t-Ca t r V?51 Souf(cf —A((( Date Caned ,Address: Special Instructions: 11,44 Date Wanted: - - 0— a.m. p.m. Regyu�ettte`r.:,, a k% Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rV?I(J a)/ ee(o 0,C” odfe a f - oole�l 9t4r€4—S Pc(-11/t—S inspector: Dat g REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: r V(A Oh -el Type of Inspection: • \--Adt )1 Address: _ 1 S OA l ,� ,gate Called: E e'"*"..- 4F-AiSzoit Special Instructions: ' G��«cf Date Wanted: (911 _ J Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 1cvSCS L�Z, APPKr›c1 C0.L4 Inspectorieri Date: ❑ $60.00 REINSPECTION FEE REQ D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD �1� _flioa Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Pro&� ��` Y'I(i Ors Typ of Inspecti�. � Us69Pln P � , r �P, 01 y Address: ' c� -"� ��— ,COLA-LCW to Called: Special Instructions: Date Wanted: a.m. Requester: _ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS:/, ��t) ,fi x ,rf cv/S)2. , Se,,PAb taJr-D crr,G 42,4- ' j &? •lgefie��,o-cs- Aso,,/ � iiisO1 i ireaer lei p'ek.C2 i6 ,r Xc,e. gr=mer,1Y fail. e« sAV7,� S O=ir›,gr . .4Gc .%,I?Lcl g do Inspector: Date: #� El $60.00 REINSPECTION FEE I EQWRD. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -Receipt No.: Date: INSPECTION RECORD Retain a copy with permit I�11 of fb 77` NO.. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro p uLAB( f Typ of inspection: ed C Ad mit .fcit / kC r M il Date Call Special Instructions: Date Wanted: 5-�-�5- a.m. p.m. Requester: Phone No: Approved per applkable codes. Corrections required prior to approval. COMMENTS: Ot-1(c-el (eel by roo.,ir--0,cia.- Inspector: Date . 1-1REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN O Ni INSPECTION RECORD Retain a copy with permit AlL-atgb PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje� Ty�.of inspection: c r.t-.S X J-kAf Leh l Adi-TS! S Lc{& r mei Date Called: Special Instructions: 441 Date Wanted: a.m. _(Z—(3— p.m. R ster:lZ \ kweCkl 64q iil Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: UfICY ,te/Ce- secve r--‘n_co( do-vr- Inspector: L REINSPECTIDN 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 TION N0, PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Drq-oirg 7k6toti4Type of inspection, F4-s of f4 PPn�e tProj Address: Z3s1 fate �, �Q/� 1 Date Called: Special Instructions: th/ Date Inlet_ :, ` • ap.rn• Reoigistortc,�tard 6 ert J 7.0 v Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: \61/-t.1)Ccilo elfsv#-(-47 c_R Fotr ircit/o-re_c_1(161-‘ inspector: Date: 6 -is 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 ECTJ. N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bfud.. #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: d( ( Type of Inspection: r% rU Ad ress: Date Calla: $pec' Instruct ons: Date Wanted: a.m. p.m. Requester.; ictrsfd Lc%- KI ckvi Phone No: per applicable codes, ❑ Corrections required prior to approval. COMMENTS: f/ifk Sl�o l2�bG�D 0 �`( � f Ill ak G 5o f(' 1- At -[so fk rillih,i y kry b e...27Lw, J Ns ecp f re,P-iFveldZt h ;,-/-1--lkscf-.0.-a( ( `-4q rf kir il eat ')/ + /41i 1 amg `eliTo 4 i Inspector: Date . 3 _Cr 1—REINSSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cate to schedule reinspection. re INSPECTION RECORD Retain a copy with permit DI'I- Qlq PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100. Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 jC � '� Projet0 I Type of in-n_ f v e' Address: vasI SOtkii0t MJt(I Date Called: Special Instructions: �� Date Wanted: . (� a.m. P.m. Reqke.skiastvai Phone No: Approved per applicable codes. � Corrections required prior to approval. COMM /4 Co f 2�� rto( lA eltert- kc (C �� c � (z_c-ert- vS-t ‘11 744.- othA Inspector re_ Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 1100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Praha I 'T �raInspection: as; 51 5 tir ,tit Date Called: Instructions; AmtSpecial Date W rated a.m. Reque ter: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: v/4 File- f/- e(-.--O&ft P!"°" j fn.gr-tiHc-t inspector( Date,,_/, /_,s_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS '£ TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DIY-ol t$ Pro' : 4tt�, f Type ooff Inspection: , Address:rcifot(kj 75""(st, / CfAq(( Date Called: Special Instructions: km Date te-d7: - (� a.m. p.m. 'Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: zt pfri ("sly yt.43 t-at---@ -cA 1 414 6(I,ke-- ca-St-f-s)e- f())4-r- ,12revii r/r pto rit -E'er 447(/ y c 6 de ('( 5-6( 'fro cf r /Pt --f e_v- p --00---Frur--t_ vr-e. 01-f4 t" e "" \ t7 `i ( d4#'A I -he 4 "x/upci[ .6ff a & - r.(k5 € cf( Inspector: r Dat��- 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 INS PE ' i N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Lane (206) 438-9350 Project: Fc o..4d1 Type of 1 ectFon: V, feet ok r 7 Address: r 5 _ , r ,, q r� l o fly. ^".`c l Date called: �! peeciai Instructions: ifefi Date Wanted: 3- ti- t 7. a.m. p.m. Requester: Phone No: roved per applicable codes. ❑Corrections required prior to approval. COMMENTS. vtet p/A er-ckWJ-' r( 41441 C-10 Inspector: REINSP f:TiON f]at 3 FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. // INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ` Type, of Insction: �^ . Address: ) 3 5— i Suite #: j . C, MA 2- 4-- Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 f t c( r),A L- e k S P , Iv A L - c.) _ ar r -e ei ;0, AI OV 04 ‘' c.--- 7L- ii.-1 '-.,(, -_..1--SS-"S Needs Shift Inspection: Y-e� Sprinklers: Ye Fire Alarm: Y€5 Hood & Duct: f-P. Monitor: (,rd t,,ati,1 Pre -Fire: 040 Permits: VA Occupancy Type: Inspector: Date: /`a- 5// Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 /P INSPECTION NUMBER INSPECTION: RECORt, Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: )l 60 Tye of Inspection: Address: Suite #:S�. t� Contact Person: Special Instructions: Phone No.: Approved per applicable codes. ELCorrections required prior to approval. COMMENTS: iin) f'rr'... — OK %l i� N 1 31,1)10 i-.i2 p✓ 0)) P-fAffod, off_ r `� -C', p - , ? 7 Lit- M 1 y-e . -tom &,c-7t c:+ram.. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood 8i Duct -:-- Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: 6, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER N-oic 5 - ' --i -Jo( PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT - 206-575-4407 Proje Z u ,--. J . r ...v...A„. Type of Ipecti n: Address: Suite#: 2-3c1 04, 11 Contact Person: s Special Instructions: Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 4 id o ‘-'le- 141/13. c "- PIA it ", -I ,� sass ,54 L j / 4,/'t s a"ti",,,.- Al lflfi&A f / --/ l/D , oc' h /-^%' Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: H $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Callao schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER 1`{ --ate 5 1 s-- _ S _ o 6 ? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 /virce Type of Inspection: ,,,, k'le6,4/'--- Projects tr.L, 6 Address: Suite #: Z3 s---/ j iJh7 Contact I erson: son: Special Instructions: Phone No.: rApproved per applicable codes. Corrections required prior to approval. COMMENTS: d(L -ia (;)vv gSrA Sores � -r--��- fs-S -a9, I5--_5-2V3 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $100.0O REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: Company Name: State: Zip: Word/Inspection Record Form.Doc 3/14/14 Q.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER bvg- iv- ois& PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of spection: Address: Suite #: 2?S7 sf� f ,47/ Co act Person: Special Instructions: Phone No.: PrApproved per applicable codes. Corrections required prior to approval. COMMENTS:— /lag //Ain _5-A ae ,,,,\/ 0/1f eleXe6,-,1 / /Z.,,,,,--- / 4u /L /,r a c- /r' /a --7/ /Z o -•.— 4 ,-PA: C" ,-. — � / i-a er~ /Pk.4/6- �fcu �r, -, .t Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: , Pre -Fire: Permits: Occupancy Type: Inspector: Date: 0 5- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: Word/Inspection Record Form.Doc State: 3/14/14 Zip: INSPECTION NUMBER INSPECTION• RECORD Retain a copy with permit --0(16 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Projoet L LMe Type of Inspection: f Address:Cont Suite #: ,,.37 SC M4;27' Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. CO,�MMENTS: Al( aie, /21/1-"IS ,4z/ r r0/7- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector• r Date: k -fl C- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Address: City: Company Name: State: Zip: Word/Inspection Record:Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE •DEPARTMENT /Uh-h /ti-4411 Project-1-7il u i Type of Insp cton: /.tvS1'/� ,.-"e. j Address: Suite #: Z3S/ ..>c 1-// Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (j 4- t C ?7 et12, il- r- 72 1=7,4-// .ee lif;41' 6-z, •M/- /74 cl' -74. a.,,,t eh: ' 7()%e A. /o)/0 4, L 4 C-C_ 1 1 t) 5, A.e _ r'` /' 7` / `'/,'S. ;:e.- Afr-5 14 f q Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:' "k -- mf c3 Date: 627/ $/r s' Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER %�- s --ova PERMIT NUM$ERS CITY OF TUKWILA 'FIRE DEPARTMENT 206-575-4407 Project:Oa tnd Type of + --gInspection: 1 Address: Suite #: Z 5T / 1 SC RH Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (9/1/ 74) 644+ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ; �� F Date: /72 I ""_ Hrs.: / 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: Word/Inspection Record Form.Doc State: 3/14/14 Zip: T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER - Q1'1S (5-s— Q((c PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project ` %,—..4k 0.-1,...s,_ Ty of Inspectio Address: Suite #: 2 S \ ..... Mkt( Co t ct Perso : Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ---�-- \ems w..,p\ ).1. — V-- tikk tkk. KLJ \A-it\-r-c/k k Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector his 3 Date: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 May 26, 2015 City of Tukwila Attn: Bldg Dept 6200 Southcenter Blvd. Tukwila, WA 98188 cT r =a.Za1Z & ASSOCIATES, INC. GEOTECHNICAL ENGINEERINt I'V RONMENTAL ENGINEERING Communl nt GeveloPme CONSTRUgee & INSPECTION RE: Final Letter Round 1 Bowling 2800 Southcenter Mall Tukwila, WA 98188 To Whom It May Concern: KA No. 066-15035 Permit No. D14-0198 In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Structural Steel Welding • Grease Duct Inspection To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2012 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939-2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC William B. Throne Regional Client Manager Puyallup CC: Barsto Construction Inc. With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556 • 391-0II PLANNING APPROVED - SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical ❑ Electrical ❑ Plumbing O Gas Piping ' of Tukwila ' DIVISION SKREVISIONS No chances shall be made to the scope of work without prior approval of a Building Division.s t3k)ns will require a new plan submittal and may incude additional plan review fee 1 sowLI 1 • wrvaIIIIIINr R UND LI Ps l r i hare 5 ..1._ 4 1 'P AM l.: 0 FILE COPY Permit No. PROVIDE NEW SUPPORT STUDS AT EA. END AND 10'-0" O.C. MAX riV- PER ATTACHED DETAILS ON SHEET SK2 PROVIDE NEW SUPPORT STUDS AT EA. END AND 10'-0" O.C. MAX iarPER ATTACHED DETAILS ON SHEET SK2 PROVIDE NEW SUPPORT STUDS eii---AT EA. END AND 10'-0" O.C. MAX PER ATTACHED DETAILS ON SHEET SK2 Lr• MEI.' . *Z4;4 .. PROVIDE NEW SUPPORT STUDS Al EA. END AND 10'-0" O.C. MAX PER ATTACHED DETAILS ON SHEET SK2 1: ENTRY WALL STRUCTURAL ELEVATION © de l@ ARVIMIENIER14 E l=1 14 TENANT IMPROVEMENT OWNER ROUND 1 ENTERTAINMENT IBOD 8. ABUZA AVE. ETE. 295 CITY OF INDU9TRY. CA 81749 SOUTH CENTER SEATTLE. WABHINK3TON LOCATION* SOUTH CENTER 21300 MALL SEATTLE. WA 99109 SUITE: 1300 REVISION NO.Z bL4oI9 8 wullace Wallace Engineering Structural Consultants, Inc. Structural and Civil Consultants 120 East Sheridan, Suite 104 Oklahoma City, Oklahoma 73104 405.236.5858, Fax 405.236.2058 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 01 2015 City of Tukwila BUILDING DI RECEIVED CITY OF TUKWIL. MAY 122015 PERMIT CENTER DETAIL A DETAIL B DETAIL A DETAIL B • •• • • • • ♦ 7i 7/e i 4• 7/ 7/ U 7/ d 7/ O 7/ U 7/ 7/ 7/. 7/ 7/ 7/ 7/ 7/ 7/ 7/ 7/e 7/ 7/ 7/ 7/r 7/ 7/ EX;5714;4 Mici U�nle:z� L sic 5-$ ,eo x Cmvr wr i [al-4112 mx. &taws A;' a StAArsr. SPLIee feet . ErMr-. C b0!"5tma - 33 Mn- sT iaF,rL M' Iro" O.c. k11kTt To tour AN".6 tumt- bt rwi Ata,it alp N ' Rum 11 J=f 15fF, Qk, A istf, P.E""Nc 11 Gam- 33 ---. I MU. STud /NRtt Ar-16" d.e- A7r tal To Carry A,ud.[.g 1�lirA b,ET ..e.s kleob GyZP LSxscsh4 xedmn' turn(21-4NA 7 S�a'.s M ea. ,,,vPnewPoLT, SPt.JeE ftea- ba 1._ C *.ov1AE Ve.rGi} W 8ntea� J4a Ouzo -re. PIACE Aj SupPoaci-- ST‘a4 b TMa' C 4etsT1�� Wraa.. 511+o Net, 4?0,51 2-sH SuPPe - M7L, S-r•„ta AS h kr. t as✓kriew 1n MnkSFa 5 5 ?4) TE& Se-grz)46 e3 -#12 TO. Soto-4 AT4E7& koU10A e a41cL.. As P ax& 1a .RAGE Maw 5 ,ppcv r Srvn &49.zavS M,vsT P 6v5Th11Bfl MA m& WIXOM DP 8L.b4. Ausm.'s 8a..e--tr~ Vemeek ewsr wAkPU- srbo A1cw gao5162 - S'ri Loae®A pt.) ti1 (Qr' Benratribu Sc4.+s (3)-4-ra TEE. sutaNs Ar' esivrE , -aka rm. Saetos kr EZArs. 6p03..,e Aver B6 INS 014.6% Fes^^ JUree at $P &PCs. xax0=8" CE �R d . t1-4 GE 3//4, SK2: ENTRY WALL STRUCTURAL DETAILS Wallace Engineering Structural Consultants, Inc Structural and Civil Consultants 120 East Sheridan, Suite 104 Oklahoma City, Oklahoma 73104 405.236.5858, Fax 405.236.2058 PAREXExterior Insulation and Finish Systems (EIFS) 1111111111111111111111111® Home F-oduct_ Innovations Distributor Locator Medallion Applicator Locator + Submittals + Specifications + Details + Warranty + Tech Support + Literature + Color Charts + Textures + Green/TEED 111V1S1On \r, "h. t„ \r, r ,I r' 1in I •ti.r. With innovative products and appropriate application technique, it's all possible. If you can envision it, Parex USA can bring it to life. Get more info. REV{EWED FOR CODE COMPLIANCE APPROVED MAY 01 2015 City of Tukwila BUILDING DIVISION b1)-1% __emhlle_ ?,rr.S h.;JUri Color Charts Metallic Coating Click texture to enlarge. Silver MC040 Gold Brass Bronze MC041 MC042 MC043 Pearl Green* Vibrant Ruby Midnight Aquarius Blue MC044 MC045 MC046 MC047 Russet Brown Yellow Gold Amethyst Terracotta MC048 MC049 MC050 MC051 *Provides pearlescent appearance. FILE COPY REVISIONN�__1 RECEIVED CITY OF TUKWILA APR Z 0 2015 ?ERMIT CENTER Due to individual computer screen limitations, colors shown here may not accurately reflect the Parex USA colors. These colors are intended to show the approximate color and texture of Metallic Coatings. Variation in color and texture due to weather, job conditions and method of application should be expected. For color verification, request an actual sample in the color and texture prior to ordering material. Apply a sample of Metallic Coatings to be used on actual substrate before proceeding with an application. Parex USA, Inc. is not responsible for color correctness of applied finish. Color must be verified and approved by owner prior to application. is 2015 Parex USA, Inc. PAREXUSA FILE COPY Metallic Coating using Conventional & HVLP Spray Guns Technical Bulletin The following information is as indicated in Parex USA's Metallic Coating product data sheet: Metallic Coating may be applied using suitable spray equipment or a paint roller and brush; however spray application is recommended if the smoothest possible finish result is desired. This is especially important when applying Metallic Coating over finely textured or smooth surfaces. Note: Developing the resemblance of metal panels requires proper surface preparation and skilled and controlled application methods. The spray application of Metallic Coating to resemble metal panels is as sophisticated as it gets where Parex USA materials are concerned. Applied as lightly misted or fogged on will cause the finish to be dull and possibly lightly stippled although produce relatively uniform color results. A Tight coat application (not flowing) can produce a dulling effect; this can also be evident by a light surface stippling/texture. With this result, another application of the coating or a clear sealer may be the only solution. Applied too heavily, the pigment can crawl, (separate & collect sporadically), producing non -uniform results. Similar results can occur in automotive painting, think applying metallic coating more like painting a car than painting a house. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 01 2015 City of Tukwila BUILDING DIVISION The equipment necessary to apply the finish - the spray gun, tank, regulator, hoses, compressor, etc. - must all be matched to the job as well as to each other. That equipment must be used and maintained properly, with an appreciation of how and why it works the way it does. VI The path to success starts before the spray gun trigger is pulled. No amou IONN011.- of primer or paint will cover up a badly prepared surface. Some spray applications may require the addition of water to form the proper spraying viscosity. A maximum 32 oz. (0.95L) / 5 gallon pail may be added for spraying. Thinning can affect color intensity and film thickness. It is essential to use the same amount of water per pail. RECEIVED CITY OF TUKWILA APR 2 0 2015 PERMIT CENTER i The chief characteristic that determines the sprayability of coatings and how much wet film may be applied is its viscosity or consistency. Metallic Coating exhibits good surface coverage in a single application with a minimum of 7 mils wet (3 mils dry) per pass. However, two coats may be required to obtain adequate hiding of the substrate and best results. Always prepare coatings in a clean, dust -free environment. Coatings have a remarkable ability to pick up dirt. Contaminated or dirty coatings will not only clog your spray gun, it will also ruin your paint job. Get in the habit of always pouring coating into the tank through a fine mesh paint strainer. Coatings are never as clean as they appear. The spray gun is the key component in a finishing system. It is a precision engineered and manufactured instrument. Each type and size is specifically designed to perform a certain, defined range of tasks. As in most other areas of finishing work, having the right tool for the job goes a long way toward getting professional results. A thorough understanding of the differences between systems will allow you to select the right gun, to use it properly to produce a high quality finish and to contribute toward a profitable finishing operation. What is a pressure feed gun? In this design, the fluid tip is flush with the face of the air cap. The material is pressurized in a separate tank which acts as a pump. The air pressure forces the material through the fluid hose to the gun spray tip and air cap for atomization. This system is normally used when large quantities of material are to be applied, when the material is too heavy to be siphoned from a container or when fast application is required as with production spraying. Conventional Verses HVLP Spray Guns: Spray finishing with an HVLP (High Volume Low Pressure) spray gun can be highly productive and give superior results, or it can be frustrating and quickly ruin a coating finish project. The key is, understanding all the variables involved, some of which are: adjustments to the spray gun, practice, test - check, and having enough patience to make small adjustments and observe the results. A higher pressure setting results in better "atomization" of the liquid, which just means that the spray mist is finer because the droplets are smaller. However, higher pressure also results in more overspray. Conventional: Set the pressure tank regulator approximately 30 psi to start, with a 0.70 or 1.8 mm diameter fluid tip nozzle. Gun air pressure needs to be approximately 60 psi. HVLP: Set the pressure tank regulator approximately 25 psi to start, with 0.55 to 1.4 mm diameter fluid tip nozzle. Gun air pressure needs to be approximately 45 psi. Note that the air pressure entering many HVLP spray guns cannot exceed 50 PSI, so adjust the pressure regulator on the air compressor down to 50 PSI. Excessive pressure at the inlet side of the gun can damage the gun's pressure regulator. Other spray guns may have a different maximum pressure. Always test by spray applying the material on an area other than the finished surface while adjusting the fluid and air pressure to achieve proper fluid delivery and atomization. 1) Air Volume Adjustment: When this knob is turned fully clockwise, the air flow is shut off. It takes some experimenting to find the right air flow setting. Too much air flow can make excessive overspray and cause a rippling effect in the liquid that has already been applied to the surface. Excessive air flow can also cause the wet surface to dry too fast, which can create problems in the final results like blush. Too little air flow can result in improper atomization, which may be noticed as spots of liquid on the surface. You may notice that the gun is "spitting" liquid instead of making a nice cloud of spray. 2) Material Volume Adiustment: This knob is on the top rear of the spray gun. Turning the knob clockwise closes the valve and reduces the amount of liquid that flows from the cup into the gun. If the material volume is too low, the spray stream will be weak and it may take a long time to apply the finish. If the material volume is too high, the problems of inadequate air volume may show up because you are basically trying to atomize too much liquid for the volume of air flowing through the gun. Note that the air volume and material volume can be adjusted together. There may many settings of air volume and material volume that will give excellent results. When both valves are opened slightly, you basically have a low capacity spray gun, which could give results similar to an "airbrush" which can be used in the application of faux finishing techniques. An airbrush is essentially a small -volume sprayer for fine detail work. In theory you can use an HVLP sprayer in place of an airbrush, but the tool is much heavier so it's much more difficult to control and get the precision results that are possible with an airbrush. When both air and material volume are increased, the spray gun can reach its maximum capacity in how much surface can be covered per unit of time. Open up these valves a lot, and you can spray a lot more square feet per minute. But either air volume or material volume may still need to be adjusted / tweaked to give the best results. 3) Fan Width Adjustment: This control, which is usually on the side of the gun body, adjusts how much the spray stream is "flattened" into an oval shape. With the fan control fully off (turned clockwise) the spray stream will create a round spot. A wide oval spray pattern lets you cover more area quicker, but if the fan is too wide the droplets of liquid may not "flow" together properly, resulting in a lumpy surface commonly called "orange peel". If the fan width is set too small, it will take more side -to -side passes to cover the area being sprayed, but the bigger problem is the fact that it's easy to apply too much liquid and have problems with runs and sags. Note that the fan spray pattern can usually be adjusted from vertical to horizontal, or any angle in between, simply by loosening the air cap (the removable cover on the front of the spray gun) and rotating the nozzle. Leave the spray pattern at vertical, but a horizontal pattern is useful if you're spraying something tall and narrow. Tip: When adjusting the spray gun, try to get a cloud of mist similar to what comes out of a quality can of spray paint. Other Variables: There are other "adiustments" involved in spray finishing that don't involve the spray aun. Thinning Of the Coating: When the coating is thinned (diluted) with water it's easier to atomize, but thinning also changes the speed of drying which can have a whole set of consequences. Too much thinning (as previously mentioned) can also create problems in the final results, like blushing. Distance from Spray Gun to Work Surface: Hold the gun approximately 15-18 inches (38- 46 cm) from and perpendicular to the surface at all times. However, this distance can be altered, and sometimes it's difficult to maintain the desired distance. If the distance is too great, the droplets of liquid can start to dry before they hit the surface, and then droplets won't melt together, leaving a stippled surface or orange peel. If the distance is too close, the coating may be too thick, which can cause runs and sags and other problems from drying too slowly. The air flow from the gun may create problems (like rippling) when the distance is too close. Spray in steady passes moving parallel to the surface across the area with a 50% overlap. Follow with additional passes in the opposite direction - cross hatch pattern as the first coat. Allow to dry until dry to the touch, prior to proceeding with additional applications, 1 to 4 hours depending upon temperature, humidity and substrate. Spray a second application using the same procedure. When dry, the panel should have a uniform appearance. Speed of Travel: How fast you move the spray gun from side to side will affect the amount of liquid applied on a given area. Slow travel means a heavier coat. Fast travel means a lighter coat but possibly problems with droplets blending together. When spraying metallic stain, the results may be a speckled appearance. In theory, too fast of a travel rate could create a lumpy appearance because the droplets are too far apart too blend together. In general, too fast of a travel rate seems to cause fewer problems than moving too slowly. Amount of Overlap Between Passes: The general rule is to make each pass overlap the previous by 50%. Easier said than done; if you don't use spray guns very often, you get out of practice. Sometimes it can be difficult to keep the overlap constant, or to achieve that 50% overlap. Too much overlap will apply a heavier coat, which might cause runs and sags and other problems. Too little overlap can create bands or streaks where the material isn't thick enough. See Parex USA technical bulletin "Conventional &HVLP Pressure Feed Spray Guns" for more information on type and use of spraying equipment. LIMITATIONS: Ambient and surface temperatures must be 40° F (4.4° C) or higher during application and drying time. Provide supplemental heat and protection from precipitation as needed. Use only on surfaces that are sound, clean, dry, and free from any residue which may affect the ability Metallic Coating to bond to the surface. Not recommended for wearing surfaces. Avoid spraying surfaces over 90° F. Application in direct sunlight during hot weather may cause the Metallic Coating to dry too quickly and adversely affect aesthetics. Tarp the wall or use appropriate methods to provide shade as necessary when applying in direct sunlight during hot weather. This Product Data has been prepared in good faith on the basis of information available at the time of publication. It is intended to provide users with information about the guidelines for the proper use and application of the covered product(s) under normal environmental and working conditions. Because each project is different, Parex USA, Inc. cannot be responsible for the consequences of variations in such conditions, or for unforeseen conditions. PAREXUSA www.parexusa.com Corporate Office Parex USA, Inc. 4125 E. La Palma Ave., Suite 250 Anaheim, CA 92807 (866) 516-0061 Tech Support: (800) 226-2424 ® Parex USA, Inc 110813 • PU TB017 Facilities French Camp, CA North Hollywood, CA Riverside, CA San Diego, CA Colorado Springs, CO Haines City, FL Duluth, GA Redan, GA Albuquerque, NM Allentown, PA San Antonio, TX EIMA I SSUUSTAINABILITY PAREX® FILE COPY STANDARD WATERMASTER SUBSTRATE PAREX USA WATER -RESISTIVE & AIR BARRIER COATING PAREX USA ADHESIVE EXPANDED POLYSTYRENE INSULATION BOARD FIXTURE OR SIGNAGE (BY OTHERS ELASTOMERIC SEALANT (BY OTHERS) P.V.C. PIPE SLEEVE FILLED W/ ELASTOMERIC SEALANT (BY OTHERS) CORROSION RESISTANT FASTENER (BY OTHERS) CORROSION RESISTANT WASHER (BY OTHERS) SEE NOTE 2 REVISION NO1L ti±olQ8 PAREX USA PRIMER (OPTIONAL) PAREX USA REINFORCING MESH EMBEDDED IN PAREX USA BASECOAT PAREX USA BASECOAT SWM P1.01 FIXTURE ATTACHMENT (BY OTHERS) RECEIVED CITY OF TUKWILA APR 2 0 2015 STANDARD WATERMASTER SYSTEM OPTIMUM WATERMASTER SYSTEM NOTE: 1. To ensure a continuous air barrier across the building envelope, a continuous air seal should be made at each substrate change, joints/gaps, penetrations and dissimilar material terminations. These must be a consideration of the designer in the overall wall assembly design. 2. Fixture attachment shall be designed and installed to support all fixture loads and to prevent transfer of fixture loads to the EIFS. PERMIT CENTER Disclaimer: The design, specifications, and construction shall comply with all local building codes and standards. Parex USA installation guidelines are for general information and guidance only and Parex USA specifically disclaims any liability for the use of this design, and for design, engineering, or workmanship of any project. The assembly shall be designed to prevent condensation within the assembly. The designer and the user shall provide final drawings and specifications. Products shown other than those manufactured by Parex USA are shown for clarity of the Parex USA product only. Contact the manufacturer of such other products for installation instructions. PAREXUSA BEST PRACTICE FOR ACRYLIC & ELASTOMERIC FINISHES TO PREVENT COLOR PROBLEMS Technical Bulletin Acrylic and Elastomeric finishes are being used more and more on EIFS and Stucco walls. To ensure the best quality and long lasting look of the finish and to minimize color problems during installation, the following best practices should be considered. 1. Request a sample of the color and texture to ensure the desired look. 2. Create a mock-up of the actual products. Apply them as close as possible to the conditions that the project will have. 3. Check the tinted pails of material to ensure they were tinted to the color requested. 4. Parex USA, Inc. finishes have naturally occurring materials that are not completely controlled. These raw materials may have slight color variations that might change the appearance of the finish. Parex USA, Inc. recommends that an entire project be ordered in a single order. 5. In areas of high traffic and possible damage, it is recommended to seal the finish to give it a more durable surface and easier ability to clean, preventing marring and other damage. Sealers will also help protect the finish from graffiti, giving a sacrificial surface to remove the graffiti. 6. Dark colors have more of a tendency to fade based on the colorants used to make up the color. It is recommended to use ColorFast Colorants to have a fade resistant color. Sealers help protect the finish from UV light that causes the fading. Use of these sealers will reduce the tendency for fade. PAREXUSA www.parexusa.com Corporate Office Parex USA, Inc. 4125 E. La Palma Ave., Suite 250 Anaheim, CA 92807 (866) 516-0061 Tech Support: (800) 226-2424 Facilities French Camp, CA North Hollywood, CA Riverside, CA San Diego, CA Colorado Springs, CO ® Parex USA, Inc 110813 • TB035 CLR LVL ADJUSTING AND LIMITS Haines City, FL Duluth, GA Redan, GA Albuquerque, NM Allentown, PA San Antonio, TX EIMA SSAINABI PAREX® FILE COPY Standard EIFS Specification CSI SECTION 07 24 00 CSI SECTION 07 24 00 — Insulation & Finish System (EIFS) - Class PB SYSTEM OVERVIEW The Standard System is a Class PB EIF System qualified for use on noncombustible construction, combustible non- residential construction, and fire resistance rated walls. REVrEWED FOR CODE COMPLIANCE APPROVED MAY 01 2015 City of Tukwila BUILDING DIVISION This system is not qualified for use on wood -frame residential construction, including multi -unit. (Refer to Parex WaterMaster LCR (Light Commercial/Residential.) The system is qualified for application to certain types of OSB (oriented strand board) sheathing only in areas shown in the Parex Acceptable Substrates and Areas of Use Technical Bulletin. For installation on OSB in other regions refer to Parex WaterMaster LCR (Light Commercial/Residential.) • Some jurisdictions may require special inspections. • The system does not contribute structural strength to the wall. It depends on the substrate wall for support and attachment. • Substrate construction must resist all design loads. Sheathing attachment to framing must resist design negative windloads because it transfers those loads to the framing. Appropriate safety factors must be applied. • All penetrations and terminations of the system must be made weather -tight, typically by sealants and/or flashings • The EPS in EIFS has a maximum service temperature of 165°F (74°C). Dark colors will increase the surface temperature of the EIFS wall. PART 1 - GENERAL 1.1 SECTION INCLUDES A. Manufacturer's requirements for the proper design, use, and installation of an Exterior Insulation and Finish System. 1.2 RELATED SECTIONS A. Section 03 30 00 - Cast -in -Place Concrete B. Section 04 20 00 - Unit Masonry C. Section 06 16 00 - Sheathing D. Section 07 62 00 - Sheet Metal Flashing and Trim E. Section 07 90 00 - Joint Protection F. Section 08 50 00 - Windows G. Section 09 21 16 - Gypsum Board Assemblies 1)114,011g REVISIONNO1__ RECEIVED CITY OF TUKWILA APR 2 0 2015 PERMIT CENTER 1.3 REFERENCES A. B. C. ASTM B117 ASTM C1135 ASTM D968 D. ASTM D1037 E. ASTM D2247 F. ASTM D2294 G. ASTM D2794 H. ASTM D3273 I. ASTM E84 J. ASTM E108 K. ASTM E119 L. ASTM E330 M. ASTM E331 N. ASTM E695 O. ASTM E2134 P. ASTM E2430 Q. ASTM E2485 R. ASTM E2486 S. ASTM G155/ G153 T. Fed. Spec. TT C-555B U. MIL STD 810E V. NFPA 259 W. NFPA 268 X. NFPA 285 Test Method for Salt Spray (Fog) Testing Test Method for Determining Tensile Adhesion Properties of Structural Sealants Standard Test Methods for Abrasion Resistance of Organic Coatings by Falling Abrasive Standard Test Methods for Evaluating Properties of Wood -Base Fiber and Particle Panel Materials Practice for Testing Water Resistance of Coatings in 100 Percent Relative Humidity Standard Test Method for Creep Properties of Adhesives in Shear by Tension Loading (Metal -to -Metal). Standard Test Method for Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact) Standard Test Method for Resistance to Growth of Mold on the Surface of Interior Coatings in an Environmental Chamber Test Method for Surface Burning Characteristics of Building Materials. Standard Test Methods for Fire Tests of Roof Coverings Standard Test Method for Fire Tests of Building Construction and Materials. Test Method for Structural Performance by Uniform Static Air Pressure Difference. Test Method for Water Penetration by Uniform Static Air Pressure Difference. Method for Measuring Relative Resistance to Impact Loading. Standard Test Method for Evaluating the Tensile -Adhesion Performance of an Exterior Insulation and Finish System (EIFS) Standard Specification For Expanded Polystyrene ("EPS") Thermal Insulation Boards For Use In Exterior Insulation and Finish Systems ("EIFS") Standard Test Method for Freeze/Thaw Resistance of Exterior Insulation and Finish Systems (EIFS) and Water Resistive Barrier Coatings Standard Test Method for Impact Resistance of Class PB and PI Exterior Insulation and Finish Systems (EIFS) Accelerated Weathering for Exposure of Nonmetallic Materials. Coating,Textured (For Interior and Exterior Masonry Surfaces) Military Standard, Environmental Test Methods Test Method for Potential Heat of Building Materials. Standard Test Method for Determining Ignitability of Exterior Wall Assemblies Using a Radiant Heat Energy Source. Standard Method of Test for the Evaluation of Flammability characteristics of Exterior Nonload-bearing Wall Assemblies Containing Combustible Components Using the Intermediate -scale, Multistory Test Apparatus. 1.4 ASSEMBLY DESCRIPTION A. Standard Class PB Exterior Insulation and Finish System (EIFS): Adhesive, Expanded Polystyrene Insulation (EPS) Board, Base Coat with embedded Reinforcing Fabric Mesh, Primer (Optional), and Finish Coat. This system is installed over glass mat gypsum sheathing, cement board sheathing, CDX plywood, Exposure 1, OSB, concrete or CMU. For OSB restrictions see EIFS manufacturer's Acceptable Substrates and Areas of Use Technical Bulletin. 2 • Standard EIFS Specification 07 24 00 B. Functional Criteria: 1. General: a. Insulation Board: At system termination, completely encapsulate insulation board edges by mesh reinforced base coat. The use of and maximum thickness of insulation board shall be in accordance with applicable building codes and EIFS manufacturer's requirements. b. Flashing: Flashing shall be continuous and watertight. Flashing shall be designed and installed to prevent water infiltration behind the cladding. Refer to Division 07 Flashing Section for specified flashing materials. c. See Current ICC Evaluation Service Report or contact EIFS manufacturer's Technical Department for design windloads. d. Inclined surfaces shall follow the guidelines listed below: 1) Minimum slope: 6 in (152 mm) of vertical rise in 12 in (305 mm) of horizontal run. 2) For sloped surfaces, run of slope shall be a maximum of 12 in (305 mm). 3) Usage not meeting above criteria shall be approved in writing prior to installation. e. The building interior shall be separated from the insulation board by 1/2 in (12.7 mm) of gypsum board or equivalent 15 minute thermal barrier. 2. Performance Requirements a. System to meet the performance and testing requirements of the International Code Council Acceptance Criteria AC 219 b. Shall meet the testing requirements of the Product Performance Sheet. 3. Substrate Systems: a. Shall be engineered to withstand applicable design loads including required safety factor. b. Maximum deflection of substrate system under positive or negative design loads shall not exceed L/240 of span. c. Substrate dimensional tolerance: Flat within 1/4 in (6.4 mm) in any 4 ft (122 cm) radius. d. Surface irregularities: Sheathing not over 1/8 in (3 mm); masonry not over 3/16 in (4.8 mm). EDITOR NOTE: COORDINATE BELOW IMPACT RESISTANCE CLASSIFICATION REQUIREMENTS ACCORDING TO ASTM E2486 - STANDARD TEST METHOD FOR IMPACT RESISTANCE OF CLASS PB AND PI EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) 4. Impact Resistance Classification: a. Standard Impact Resistance, 25-49 in-lbs (2.8 — 5.6 J) Impact Range b. Medium Impact Resistance, 50-89 in-Ibs (5.7-10.1 J) Impact Range c. High Impact Resistance, 90-150 in-lbs (10.2-17.0 J) Impact Range d. Ultra High Impact Resistance, >150 in-lbs (> 17.0 J) Impact Range 5. Expansion Joints: Continuous expansion joints shall be installed at the following locations in accordance with manufacturer's recommendations: a. At building expansion joints. b. At substrate expansion joints. c. At floor lines in wood frame construction. d. Where EIFS panels abut one another. e. Where EIFS abuts other materials. f. Where significant structural movement occurs, such as at 1) Changes in roof line. 2) Changes in building shape and/or structural system. g. Where substrate changes Standard EIFS Specification 07 24 00. 3 EDITOR NOTE: INDICATE JOINTWIDTH ON DRAWINGS FOR MOVEMENTAND EXPANSIONAND CONTRACTION CONDITIONS. CONSULT WITH SEALANT MANUFACTURER FOR JOINT DESIGN RECOMMENDATIONS AND WITH EIFS MANUFACTURER FOR COORDINATION OF EIFS MATERIALS. h. Substrate movement and expansion and contraction of EIFS and adjacent materials shall be taken into account in design of expansion joints, with proper consideration given to sealant properties, installation conditions, temperature range, coefficients of expansion of materials, joint width to depth ratios, and other material factors. Minimum width of expansion joints shall be as follows: 1) 1/2 in (12.7 mm) where EIFS abuts other materials. 2) 3/4 in (19 mm) when EIFS abuts the EIFS. 3) Larger width where indicated on drawings. 6. Manufacturer's Detail: a. EIFS latest published information shall be followed for standard detail treatments. b. Non-standard detail treatments shall be as recommended by manufacturer, approved by Project Designer and be part of the Contract Documents. 7. Building Code Conformance: EIFS shall be acceptable for use on this project under building code having jurisdiction. 1.5 SUBMITTALS A. General: Submit Samples, Evaluation Reports, warranties and Certificates in accordance with Division 01 General Requirements Submittal Section. 1.6 QUALITY ASSURANCE A. Qualifications: 1. All EIFS assembly materials must be manufactured or sold by a single -source manufacturer and must be purchased direct from the manufacturer or its authorized distributor. 2. Applicator: a. Must have attended manufacturer's Educational Seminar. b. Must possess a current manufacturer's certificate of education. c. Must be experienced and competent in installation of plaster -like materials. B. Regulatory Requirements: 1. Insulation Board: Shall be produced and labeled under a third party quality program as required by applicable building code. 1.7 DELIVERY, STORAGE, AND HANDLING A. Delivery: Deliver materials in original packaging with manufacturer's identification. B. Storage: Store materials in a cool, dry location, out of sunlight, protected from weather and other harmful environment, and at a temperature above 40°F (4°C) and below 110°F (43°C) in accordance with manufacturer's instructions. 1.8 PROJECT / SITE CONDITIONS A. Installation Ambient Air Temperature: Minimum of 40°F (4°C) and rising, and remain so for 24 hours thereafter. B. Substrate Temperature: Do not apply materials to substrates whose temperature are below 40°F (4°C) or contain frost or ice. C. Inclement Weather: Do not apply materials during inclement weather unless appropriate protection is employed. D. Sunlight Exposure: Avoid, when possible, installation of the materials in direct sunlight. Application of Acrylic Finishes in direct sunlight in hot weather may adversely affect aesthetics. E. Materials shall not be applied if ambient temperature exceeds 120°F (49°C) or falls below 40°F (4°C) within 24 hours of application. Protect materials from uneven and excessive evaporation during hot, dry weather. 4 • Standard EIFS Specification 07 24 00 F. Prior to installation, the substrate shall be inspected for surface contamination, or other defects that may adversely affect the performance of the materials and shall be free of residual moisture. 1.9 COORDINATION AND SCHEDULING: A. Coordination: Coordinate water -resistive membrane & air barrier coating materials installation with other construction operations. 1.10 WARRANTY A. Warranty: Upon request, at completion of installation, provide manufacturer's Standard Limited Warranty. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Manufacturer, Basis of Design: Parex USA, Inc., 4125 E. La Palma Ave., Suite 250, Anaheim, CA 92807 Contact: Architectural Sales (866.516.0061) or Technical Support (800.226.2424). B. Components: Obtain components from authorized distributors. No substitutions or additions of other materials are permitted without prior written permission from the EIFS manufacturer for this project. 2.2 MATERIALS EDITOR NOTE: CHOOSE ADHESIVE APPROPRIATE FOR SUBSTRATE. A. Adhesives [1. 121 Base Coat & Adhesive: 100% acrylic polymer based, requiring the addition of portfand cement; used as an adhesive to laminate EPS Insulation Board to the substrate. Not for use with wood based sheathing [2. 121 Dry Base Coat & Adhesive: Copolymer based, factory blend of cement and proprietary ingredients; requiring the addition of water only, used as an adhesive to laminate EPS Insulation Board to the substrate. Not for use with wood based sheathing [3. 302 ABC-N1 Base Coat & Adhesive: 100% acrylic polymer base, ready to use, applied without the addition of cement. [4. 303 Sheathing Adhesive: 100% acrylic polymer based; ready to use, applied without the addition of cement; used as an adhesive to laminate EPS Insulation Board to gypsum sheathing, glass mat gypsum sheathing and wood based sheathing. [5. 121 Dry HI: High Impact basecoat & adhesive. Copolymer based, blend of cement and proprietary ingredients, requires the addition of water. [6. 121 Cool Base: White basecoat & adhesive. Copolymer based, blend of cement and proprietary ingredients, requires the addition of water B. Insulation Board: In compliance with manufacturer's requirements for Standard System EIFS. 1. Produced and labeled under a third party quality program as required by applicable building code; and produced by a manufacturer approved by Parex USA. 2. Shall conform to ASTM C578 and ASTM E2430, Type I and the Parex USA specification for Molded Expanded Polystyrene Insulation board. 3. Maximum size shall be 2 ft x 4 ft (610 mm x 1219 mm). 4. Thickness: 3/4 in, minimum (19 mm) after rasping. C. Base Coats: [1. 121 Base Coat: 100% acrylic polymer base, requiring the addition of Portland cement. [2. 121 Dry Base Coat: Copolymer based, factory blend of cement and proprietary ingredients requiring addition of water. [3. 302 ABC-N1 Base Coat & Adhesive: 100% acrylic polymer base, ready to use, applied without the addition of cement. [4. 121 Dry HI: High Impact basecoat & adhesive. Copolymer based, blend of cement and proprietary ingredients, requires the addition of water. [5. 121 Cool Base: White basecoat & adhesive. Copolymer based, blend of cement and proprietary ingredients, requires the addition of water. Standard EIFS Specification 07 24 00. 5 EDITOR NOTE: RETAIN BELOW STANDARD MESH FOR STANDARD SYSTEM FOR STANDARD IMPACT RESISTANCE CLASSIFICATION. D. Reinforcing Mesh: [1. Parex USA 355 Standard Mesh: Weight 4.5 oz. per sq. yd. (153 g/sq m); coated for protection against alkali. Standard reinforcement of Parex EIFS, or for use with High Impact 358.14 Mesh, or Ultra High Impact 358.20 Mesh. [2. Parex USA 356 Short Detail Mesh: Reinforcing mesh used for backwrapping and details. [3. Parex USA 352 Self Adhesive Detail Mesh: Reinforcing mesh used for complex details. EDITOR NOTE: RETAIN BELOW MESH REQUIREMENTS AFTER DETERMINATION OF IMPACT RESISTANCE CLASSIFICATION. [4. Parex USA 358.10 Intermediate Impact 10 Mesh: Weight 12 oz per sq. yd. (407 g/sq m) Reinforcing mesh used with a Standard System, to achieve ASTM E2486 intermediate impact strength. [5. Parex USA 358.14 High Impact 14 Mesh: Weight 15 oz. per sq. yd. (509 g/sq m) Reinforcing mesh used with a Standard System; to achieve ASTM E2486 high impact strength. [6. Parex USA 358.20 Ultra High Impact 20 Mesh: Weight 20 oz. per sq. yd. (678 g/sq m) Reinforcing mesh used with a Standard System; to achieve ultra -high impact strength. [7. Parex USA 357 Corner Mesh: Reinforcing mesh used as corner reinforcement; required when using Ultra -High Impact 20 Mesh. EDITOR NOTE: RETAIN BELOW AND SPECIFY LOCATIONS TO RECEIVE EIFS WITH HIGHER THAN STANDARD IMPACT RESISTANCE CLASSIFICATION. Locations: ; ASTM E2486 Impact Classification: [E. Primer: [1. Parex USA Primer: 100% acrylic based coating to prepare surfaces for acrylic or elastomeric finishes. [2. Variance VariPrime Sanded: 100% acrylic based coating to prepare surface for exposed aggregate specialty finishes EDITOR NOTE: MODIFY BELOW TO SUIT REQUIREMENTS. CHOOSE ONE FINISH TYPE, TEXTURE, & COLOR F. Finish [1. AquaSol: 100% acrylic polymer based finish, enhanced DPR acrylic finish with hydrophobic and photocatalytic properties, repels water, reflects UV rays, and reduces smog particles near the finish surface. Finish type, texture and color as selected by Project Designer [2. DPR Optimum Finish: Factory blended, 100% acrylic polymer based finish, integrally colored. Finish type, texture and color as selected by Project Designer [3. DPR Standard Finish: Factory blended, 100% acrylic polymer based finish, integrally colored. Finish type, texture and color as selected by Project Designer [4. E-Lastic® Finish: Factory blended, 100% acrylic polymer based elastomeric textured finish, integrally colored. Finish type, texture and color as selected by Project Designer EDITOR NOTE: ADD COLORFAST PIGMENTS TO ANY PRE -TINTED ACRYLIC OR ELASTOMERIC FINISH SELECTION ABOVE FOR SATURATED/BRIGHTER AND INCREASED FADE RESISTANCE AND TO QUALIFY FOR A COLOR FADE WARRANTY. [a. Parex USA ColorFast Pigments System: Fade resistant pigment system offering superior fade resistance; factory tinted only; used with any Parex USA acrylic or elastomeric finish or coating. EDITOR NOTE: MODIFY BELOW TO SUIT REQUIREMENTS. CHOOSE ONE FINISH TYPE, TEXTURE, & COLOR WITH ACCESSORY MATERIALS TO CREATE DESIRED EFFECT 6 • Standard EIFS Specification 07 24 00 [5. Variance [enter selected product]: Acrylic -based specialty finish. Finish type, texture and color as selected by Project Designer. a. Variance Antiquing Gel: a water -based, tinted, semi -transparent, acrylic emulsion for staining, sealing, and protecting concrete, masonry and other cementitious substrates. Use as required to achieve desired finish. EDITOR NOTE: ADD CLEAR SEALER WHERE ENHANCED CLEANABILTY IS DESIRED FOR HIGH SOLING EXPOSURES. [6. Parex USA Clear Sealer: 100% acrylic, transparent, permeable, dirt resistant sealer for use as a protective coating over acrylic finishes. Use 600 Clear or 610 Matte Clear as detailed on drawings. G. Portland Cement: ASTM C150, Type I or Type I -II. H. Water: Clean, cool, potable water 2.3 RELATED MATERIALS AND ACCESSORIES A. Substrate Materials: [1. Glass mat gypsum sheathing conforming to ASTM C1177. [2. Cement Fiber Sheathing conforming to ASTM C1186 [3. Gypsum Sheathing: Minimum 1/2 in (13 mm) thick, core -treated, weather -resistant, exterior gypsum sheathing complying with ASTM C79. [4. Plywood: Minimum 7/16 in (8 mm) thick exterior grade or PS 1, Exposure 1, minimum 7/16 in thick, C veneer facing out, panels gapped 1/8 in at all edges. [5. Oriented Strand Board (OSB): 7/16 in - 1/2 in Wall-16 or Wall-24, approved by the APA, TECO, or PSI/PTL. Stamped as Exposure 1 or Exterior Sheathing with a PS2 or PRP-108 rating. [6. Concrete Masonry Units (CMU): Non -painted (uncoated). [7. Concrete (poured or pre -cast). [8. Other approved by manufacturer writing prior to the project. B. Flashing: Refer to Division 07 Flashing Section for flashing materials. C. Sealant System: 1. Sealant for expansion joints between panelized EIFS sections shall be ultra -low modulus designed for minimum 100% elongation and minimum 50% compression and as selected by Project Designer. 2. Sealant for perimeter seals around window and door frames and other wall penetrations shall be low modulus, designed for minimum 50% elongation and minimum 25% compression, and as selected by Project Designer. 3. Sealants shall conform to ASTM C 920, Grade NS. 4. Expansion joints between sections of EIFS shall have a minimum width of 3/4 in (19 mm). 5. Perimeter seal joints shall be a minimum width of 1/2 in (12.7 mm). 6. Sealant backer rod shall be closed -cell polyethylene foam. 7. Apply sealant to tracks or base coat of EIFS. 8. Refer to EIFS manufacturer's current bulletin for listing of sealants which have been tested and have been found to be compatible with EIFS materials. 9. Color shall be as selected by Project Designer. 10. Joint design, surface preparation, and sealant primer shall be based on sealant manufacturer's recommendations and project conditions. Standard EIFS Specification 07 24 00 • 7 EDITOR NOTE: PART 3 EXECUTION BELOW INVOLVES ONSITE WORK AND SHOULD INCLUDE PROVISIONS FOR INCORPORATING MATERIALS AND PRODUCTS INTO PROJECT. TYPICALLY, "CONDITIONS OF THE CONTRACT" ESTABLISH RESPONSIBILITY FOR "MEANS, METHODS, TECHNIQUES, AND SAFETY" REQUIREMENTS OF CONSTRUCTION WITH CONTRACTOR. SPECIFICATIONS SHOULD AVOID CONFLICTS WITH THIS CONTRACTUAL PRINCIPLE. PART 3 - EXECUTION 3.1 EXAMINATION A. Verify project site conditions under provisions of Section 01 00 00. B. Compliance: Comply with manufacturer's instructions for installation. C. Substrate Examination: Examine prior to installation of EIFS assembly materials as follows: 1. Substrate shall be of a type approved by manufacturer. Plywood and OSB substrates shall be gapped 1/8 in (3.2 mm) at all edges. 2. Substrate shall be examined for soundness, and other harmful conditions. 3. Substrate shall be free of dust, dirt, Iaitance, efflorescence, and other harmful contaminants. 4. Substrate construction in accordance with substrate material manufacturer's specifications and applicable building codes. D. Sealants and Backer Rod: To be installed, where required, in accordance with the sealant manufacturer's specifications and published literature, and using the sealant manufacturer's recommended primers. E. Advise Contractor of discrepancies preventing proper installation of the EIFS materials. Do not proceed with the work until unsatisfactory conditions are corrected. 3.2 PREPARATION A. Protection: Protect surrounding material surfaces and areas during installation of system. B. Clean surfaces thoroughly prior to installation. C. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. 3.3 MIXING A. Mix materials in accordance with manufacturer's instructions. 3.4 APPLICATION A. General: Installation shall conform to this specification and manufacturer's written instructions. B. Insulation Board 1. Install back -wrap mesh or edge -wrap mesh at system terminations. 2. Apply EIFS adhesive to backs of insulation boards with a notched trowel, with ribbons of adhesive oriented in a vertical direction (parallel to the 2 ft (61 mm) dimension of the EPS board). 3. Install insulation board without gaps in a running bond pattern and interlocked at corners. 4. Rasp irregularities off insulation board after adhesive has dried a minimum of 24 hours. C. Apply base coat and fully embed mesh in base coat; include diagonal mesh patches at corners of openings and reinforcing mesh patches at joints of track sections. Apply multiple layers of base coat and mesh where required for specified impact resistance classification. D. Apply primer to base coat after drying. Primer may be omitted if it is not required by the manufacturer's product data sheets for the specified finish coat or otherwise specified for the project. E. Finish Coat: Apply finish coat to match specified finish type, texture, and color. Do not apply finish coat to surfaces to receive sealant. Keep finish out of sealant joint gaps. 8 • Standard EIFS Specification 07 24 00 3.5 CLEAN-UP A. Removal: Remove and legally dispose of EIFS materials from job site. B. Clean surfaces and work area of foreign materials resulting from material installation. 3.6 PROTECTION A. Provide protection of installed materials from water infiltration into or behind them. B. Provide protection of installed materials from dust, dirt, precipitation, and freezing during installation, and continuous high humidity until fully cured and dry. C. Clean exposed surfaces using materials and methods recommended by the manufacturer of the material or product being cleaned. Remove and replace work that cannot be cleaned to the satisfaction of the Project Designer/Owner. END OF SECTION Rev. May 2013 Disclaimer: This guide specification is intended for use by a qualified designer. The guide specification is not intended to be used verbatim as an actual specification without appropriate modifications for the specific use intended. The guide specification must be integrated into and coordinated with the procedures of each design firm, and the requirements of a specific project. For additional assistance, contact Parex USA's Architectural Sales (866.516.0061) or Technical Support (800-226-2424). Standard EIFS Specification 07 24 00 • 9 . Product Performance Sheet I Page 1 Standard EIFS Assembly — Class PB EIFS Fire Performance Surface Burning Characteristic Method ASTM E84 ICC or ASTM Criteria Individual components shall each have a flame spread <25, and smoke developed < 450 Results Flame Spread: 0 to 15 Smoke Developed: 0 to 15 Large -Scale Vertical Fire Spread ASTM E108 No Requirement No vertical or horizontal flame spread. Fire Resistance ASTM E119 Maintain fire resistance of existing rated assembly See Current ICC Report Radiant Heat Exposure NFPA 268 No ignition @ 20 minutes Pass Intermediate Scale Multi -Story Fire Test NFPA 285(UBC Standard 26-9) Required for Non-combustible Construction Pass, See Current ICC Report EIFS Strength Flexural Strength Method ASTM C203 ICC or ASTM Criteria No Requirement Results 60.6 psi (418 kPa) Falling Ball Impact ASTM D1037 No Requirement 92 to over 600 in-lbs Creep Resistance of Adhesive ASTM D2294 No Requirement 28 days 208 psf shear stress: no creep Gardner Impact Test ASTM D2794 No Requirement 25 to 200 in-lbs (mesh weight) Transverse Wind Load ASTM E330 Withstand positive and negative wind loads as specified See Current ICC Report Impact Load ASTM E695 No Current Requirement 30 Ib. Impact mass; no cracking Tensile Bond Strength ASTM E2134 Minimum 15 psi (103kPa) Pass EIFS Environmental Durability Abrasion Resistance Accelerated Weathering Method ASTM D968 ASTM G153 (ASTM G23) ASTM G154 ICC or ASTM Criteria No cracking or loss of film at 528 quarts (500 L) of sand No deleterious effects* at 2000 hours when viewed under 5x magnification Results Pass @ 500 Liters 2000 Hours: no deleterious effect 2000 Hours: no deleterious effect 10 • Standard EIFS Specification 07 24 00 Product Performance Sheet I Page 2 Standard EIFS Assembly — Class PB EIFS Environmental Durability Freeze/Thaw Resistance Method ASTM E 2485 ICC or ASTM Criteria No deleterious effects* at 10 cycles when viewed under 5x magnification Results 60 cycles: no deleterious effect Fungus Resistance MIL STD 810E No Requirement 28 days: no growth Mildew Resistance ASTM D3273 No growth supported during 28 day exposure period Pass Water Penetration ASTM E331 No water penetration beyond the plane of the base coat/EPS board interface after 15 minutes at 6.24 psf (299 Pa) Pass Moisture Resistance ASTM D2247 No deleterious effects at 14 day exposure Pass Salt Fog Resistance ASTM B117 No deleterious effects* at 300 hours 500 hours: no deterioration Wind Driven Rain F.S. TT-C-555B No Requirement 24 hours: no penetration of water *No deleterious effects: no cracking, checking, crazing, erosion, rusting, blistering. REINFORCING MESH IMPACT RESISTANCE 355 Standard Mesh Classification Standard Impact Range (in-Ibs) 25-49 358.10 Intermediate Impact 10 Mesh Intermediate 50-89 358.14 High Impact 15 Mesh (Plus Standard Mesh) High 90-150 358.20 Ultra High Impact 20 Mesh /Standard Mesh Ultra High >150 Where several tests on different materials are summarized, a range of values is shown. This summary has been prepared to provide quick but partial information on how certain combinations of Parex products perform during certain tests. It is not a complete description of the test procedures or of the results thereof. Copies of original test reports are available at no charge upon request. Please contact Parex USA's Architectural Sales (866-516-0061) or Technical Support Department (800-226-2424) if further information is required. Standard EIFS Specification 07 24 00. 11 PAREX® Parex USA, Inc. 4125 E. La Palma Ave., Suite 250 Anaheim, CA 92807 (866) 516-0061 Tech Support: (800) 226-2424 e EIMA KIM *grrsTAINABury Standard EIFS Specifications CSI SECTION 07 24 00 Facilities French Camp, CA North Hollywood, CA Riverside, CA San Diego, CA Colorado Springs, CO Haines City, FL Duluth, GA Redan, GA Albuquerque, NM Allentown, PA San Antonio, TX EIFS SOLUTIONS • STUCCO ASSEMBLIES • TILE AND STONE SYSTEMS PAREXUSA ENVISION IT ALL 0 Parex USA, Inc. July 2013 • PX SS SP 0713 411, Interior Lighting Summary LTG -SUM 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Info Compliance forms do not require a password to Instructional and calculating cells are write- Project Address 1 - This address line will copy onto other forms Date 5/21/2013 2 - This address line will copy onto other forms For Building Department Use FILE COPY 3 - This address line will copy onto other forms No. Applicant Name: 4 - This address line will copy onto other forms Applicant Address: Permit Applicant Phone: Project Description ❑ Plans Induded ❑ New Building ❑ Addition a Alteration Lighting Compliance Path O Lighting Power Density Calculations 0 Total Building Performance (If Total Building Performance then only LGT-CHK is required.) Lighting Power Allowance O Building Area Method 0 Space -By -Space Method Method Selection required to enable LPA forms Interior Lighting System This project is an entertainment faciility with an arcade and bowling alley. The lighting Description fixtures are largely comprised of linear flourescent and CFL lights. track lights throughout the space for highlighting feature areas. Additionally, there are The entire space is controlled with an automatic lighting control system and vacancy senses. REVIEWED FOR Briefly describe lighting system type and features. 1 CODE COMPLIANCE APPROVED Additions and Change of Space Use (C101.4.3 & C101.4.4) OCT 1 7 2014 J Addition area or Change of Space Use area complies with all applicable provisions as stand alone project ❑ Addition area is combined with existing building lighting systems to demonstrate compliance with all arplicablCity provisions per C101.4.3 Provide Building Area Method (LTG-INT-BLD) or Space -By -Space Method (LTG-INT-SPACE) Complia� of Tukwila BUIL IING DIVisioN ,,,rn nr e allowed and proposed (including existing if applicable) lighting wattage of Addition or Change of Use space. Provide applicable lighting controls per C405.2 and commissioning of lighting controls per C405.13. Alterations, Renovations and Repairs (C101.4.3.1) J 60% or more of luminaires in space replaced Provide Building Area Method (LTG-INT-BLD) or Space -By -Space Method (LTG-INT-SPACE) Compliance Form. Document maximum allowed wattage within the lighting retrofit space in Maximum Allowed Wattage table and proposed (including existing) lighting wattage in Proposed Wattage table. Retrofit and non -retrofit spaces shall be documented separately using multiple forms. ❑ Less than 60% of luminaires in space replaced Provide a separate Space -By -Space Method (LTG-INT-SPACE) Compliance Form for this retrofit area. Document existing total wattage within the lighting retrofit space in cell provided in the Maximum Allowed Wattage table. Document proposed (including existing) lighting wattage in the Proposed Wattage table. ❑ Lamp and/or ballast replacement within existing luminaires only — existing total interior building wattage not increased ❑ New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable manual lighting controls (C405.2.1), occupancy sensors (C405.2.2.2), daylight zone controls (C405.2.2.3), specific application controls (C405.2.3), and commissioning of lighting controls per C405.13 ❑ New or moved lighting panel Provide all applicable lighting controls as noted for New wring, automatic time switch controls (C405.2.2.1), and commissioning of lighting controls per C405.13. ❑ Space is reconfigured - luminaires unchanged or moved only Provide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.13. • No changes are being made to the interior I' ng and space use not changed. �FF-C1Vrw CITY OF TUILCWILA JUN 2 6 2014 PERMIT CENTER Dial-o(�� LTG-INT-SPACE Interior Lighting Summary - Space -By -Space 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 8 R3 over 3 sl _••__ _••� w Project Address Fill this line out on LGT-SUM 'Nemec Jan Lu14 Date 5/21/2013 Lighting Alterations, Renovations & Building Additions ' Legs'th It A 0 60% or more 0 Stand alone 0 Addition Notes: * : t^t a. Lighting fixtures ih a building addition may comply as a stand alone project, or they may be combined with the overall existing bldg lighting to demonstrate compliance. Refer to C 101.4.3. b. For retrofits and building additions, provide Space Types and gross interior areas in the Maximum Allowed Lighting table. If a builidng addition will comply as combined with the overall existing builidng, include all applicable existing Space Types and gross interior areas. c. Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. If less than 60% of existing fixtures will be replaced, provide total existing lighting wattage (prior to retrofit) in the space provided in the Maximum Allowed Lighting table. For Building Department Use Building Area Method selected. Use LTG-INT-BLD form. Location (plan #, room #) Space Type* Allowed Watts per ft2 Gross Interior Area in ft2 Watts Allowed (watts/ft2 x area) Atrium'"* Enter Height: Existing Lighting Enter Exist. Watts: Retail Display Allowance `from LTG-INT-DISPLAY * Select Table C405.5.2(2) category from drop down menu. ** For atriums, indicate height. Allowed wattage for first 40 feet is 0.03 W/ft. ht., above 40 feet is 0.02 W/ft. ht. Building Area. Method selected. Use LTG-INT-BLD form. Total Area Allowed Watts Location (plan #, room #) Fixture Description*** Number of Fixtures Watts/ Fixture Watts Proposed Retail Display Lighting from LTG-INT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watt *** Include existing to remain lighting fixtures and exempt lighting equipment per notes below. Notes: 1. Include ALL proposed lighting fixtures. 2. 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. 3. 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 C405.5.1. For line voltage 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 of the transformer. For low voltage track lighting list the transformer rated wattage. 4. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture blank. 5. Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures. Identify as existing in fixture description. 6. if #NA appears in Retail Display cells, information on LTG-INT-DISPLAY is incomplete. Interior Lighting Power Allowance J Interior Display Lighting - Space -by -Space LTG-INT-DISPLAY 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Info Project Address Fill this line out on LGT-SUM Date 5/21/2013 Fill this line out on LGT-SUM For Building Department Use Fill this line out on LGT-SUM Applicant Name: Fill this line out on LGT-SUM Building Area Method selected. Use LTG-INT-BLD form. Location (plan #, room #) Retail Display Area Type* Allowed Watts per ft2** Gross Intenor Area in ft2 Watts Allowed (watts/ft2 x area) * Only retail sales areas that meet the requirements defined in Table C405.5.2(2) footnote A may be entered here. Select retail sales areas form drop down menu. ** Wattages per Table C405.5.2(2) footnote A. ++ Display light allowance per footnote A calculation. Building Area Method selected. Use LTG-INT-BLD form Total Display Lighting Base Allowance ++ Total Display Allowance Area Area Watts Only separately controlled display fixtures independent of general area lighting per Table C405.5.2(2) footnote A may be entered here. Display Area* Location (plan #, room #) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed * Select retail sales display area from drop down menu. Proposed Display Lighting Totals Total Proposed Watts Retail 1 Retail 2 Retail 3 Retail 4 Notes: 1. For proposed Display 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 C405.5.1. For line voltage 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. For low voltage track lighting list the transformer rated wattage. 3. List all display fixtures. Interior Lighting Summary - Building Area Method LTG-INT-BLD 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014 L Project Address Fill this line out on LGT-SUM Date 5/21/2013 Lighting Alterations, Renovations & Building Additions 0 Less than 60% 0 60% or more 0 Stand alone 0 Addition Notes: a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing bldg lighting to demonstrate compliance. Refer to C101.4.3. b. For retrofits and building additions, provide Building Area types and gross interior areas in the Maximum Allowed Lighting table. If a builidng addition will comply as combined with the overall existing builidng, include all applicable existing Building Area types and gross interior areas. c. Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d. If less than 60% of existing fixtures will be replaced, use LTG-INT-SPACE form. For Building Department Use Maximum Allowed Lighting Wattage Building Area* Location (plan #, room #, or ALL) Area Description Allowed Watts per ft2 Uross Intenor Area in ft2 Watts Allowed (watts/ft2 x area) Retail ALL Bowling and Arcade Entertainment Center 1.33 40189 53451 ' Select Table C405.5.2(1) Building Area from drop down menu. Total 40189 Proposed Lighting Wattage Building Area* Location (plan #, room #) Fixture Description" Number of Fixtures Watts/ Fixture Watts Proposed Retell Bar Seating 203 Type BT Ballard Table Pendant 4 150 600 Retail Seating 231 Type C1 8" LED Downlight 42 50 2100 Retail Restrooms Type C2 7" CFL Downlight 10 32 320 Retail Restrooms Type C2E 7" CFL Downlight 7 32 224 Retail Karaoke Type C3 7" CFL Downlight 25 32 800 Retail Karaoke Type C3E 7" CFL Downlight 12 32 384 Retail Bar Type C4 7" CFL Downlight 13 32 416 Retail Escalator Type CS Indcution Downlight 7 64 448 Retail Snack Bar Type C8 8" CFL downlight 28 32 896 Retail Arcade and Lobby Type CL2 Pendant CFL light 145 36 5220 Retail Storage Type L2 T8 2X4 Lensed Troffer 24 58 1392 Retail Storage Type L2E T8 2X4 Lensed Troffer 5 58 290 Retail Mechanic Room Type L3 T8 2X4 Lensed Troffer 8 89 712 Retail Mechanic Room Type L3E T8 2X4 Lensed Troffer 7 89 623 Retail Kitchen Area Type L4 T8 2X4 Lensed Troffer 3 116 348 Retail Kitchen Area Type L4E T8 2X4 Lensed Troffer 3 116 348 Retail Bowler Seating Type P1 Decorative Pendant 7 100 700 Retail Redemption Type P3 Multilamp Pendant 41 300 12300 Retail Office Type RP1 D/12X4 Troffer 12 58 696 Retail Bowling Lanes Type S2 eft 2 Ballast Strip Light 55 112 6160 Retail Bowler Approach Type S3 4ft Strip Light 11 28 308 Retail Bowler Approach Type S3B 4ft Strip Light with Shield 11 28 308 Retail Arcade TRACK with 4 heads per 8ft section 67 200 13400 Retail Undercabinet Type UC4 2ft T5 Under Cabinet Light 4 26 104 Retail Lobby Type V01 Indirect LED 2X2 Troffer 10 64 640 Retail Restrooms Type WT 4ft Cove Fixture 7 28 196 Retail Restrooms Type WTE 4ft Cove Fixture 5 28 140 Retail Exit Lights Type X LED Exit Sign 26 5 130 Retail Emergency Light Type X1 Emergency Light 58 14 812 Retail Lobby Cove Type Z color LED strip 9 20 180 Retail Retail " Select Table C405.5.2(1) Building Area from drop down menu. ** Include existing to remain lighting and exempt lighting equipment per notes below. Compliance by Building Area Building Area Wamings Total Allowed Watts Total Proposed Watts Interior Lighting Power Allowance Retail 53451 51195 COMPLIES Total Notes: 1. Proposed Wattage for each Building Area type shall not exceed the Allowed Wattage for that Building Area type. Trading wattage between Building Area types is not allowed under the Building Area Method compliance path. 2. Proposed fixtures must be listed in the building area in which they occur. include ALL proposed lighting fixtures. 3. 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. 4. 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 C405.5.1. For line voltage 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. For low voltage track lighting list the transformer rated wattage. 5. For lighting equipment eligible for exemption per C405.5.1, note exception number and leave Watts/Fixture blank. 6. Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures. Identify as existing in fixture description. 53451 J 51195 Exterior Lighting Summary LTG-EXT Revised Jan 2014 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Project Info Project Address: Fill this line out on LGT-SUM Date 5/21/2013 Fill this line out on LGT-SUM For Building Department Use Fill this line out on LGT-SUM Applicant Name: Fill thls line out on LGT-SUM Applicant Addr: Applicant Phone: Project Description ❑ New Building ❑ Addition ❑ Alteration ❑ Plans Included Lighting Zone As specified by jurisdiction. Zone selection required to enable LTG-EXT form 0 Zone 1 0 Zone 2 0 Zone 3 0 Zone 4 Compliance Option 0 Lighting Power Density Calculations 0 Total Building Performance Building Grounds Applies to luminaires > 100 Watts ❑ Efficacy > 60 lumens/W ❑ Controlled by motion sensor ❑ Exemption (list) Exterior Lighting Alterations ❑ No changes are being made to the existing exterior lighting ❑ New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable exterior lighting controls per C405.2.4 and commissioning per Tradable Maximum Allowed Lighting Wattage Base Site Allowance: Tradable Surfaces Surface Description Allowed watts per ft2 or per If Area (ft`), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Total Allowed Tradable Watts: Tradable Proposed Lighting Wattage (Use mfgr listed maximum input wattage for luminaire.) Tradable Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total proposed tradable watts may not exceed the sum of total allowed tradable Total Proposed Tradable Watts: wafts elus the base site allowance. Anv base site allowance not needed to make tradable watts comply can be applied to individual non -tradable categories. Non -Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 0 Non -Tradable Surfaces Surface Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Non -Tradable Proposed Lighting Wattage Non -Tradable Surface Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Non -tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non -tradable surfaces are less than the remaining site allowance. Total excess Non -Tradable watts: Site Allowance Balance: Exterior Lighting Lighting, Motor, and Transformer Permit Documents Checklist LTG-CHK 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Address Fill this line out on LGT-SUM Date 5/21/2013 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes LIGHTING CONTROLS (Section C405 2) yes C405.2.1.1 C405.2.1.2 Manual interior lighting controls 9 9 Indicate on plans the manual control type & locations served; Indicate of plans the lighting load reduction method 50% provided or identify exception taken yes C405.2.2.1 Automatic time switch controls andsery override switching Indicate lighting system automatic shut-off capability - identify lighting zone areas served on plans; _ Indicate locations of override switches on plans and the areas include area sq. ft.; Indicate locations where automatic shutoff is provided by other methods (occupancy sensor, daylight controls, etc) yes C405.2.2.2 Occupancy sensors Indicate on plans the locations served by occupancy sensors na C405.2.2.3 Daylight zones - Vertical fenestration and skylights Indicate vertical fenestration primary and secondary daylight zone areas or plans, include sq. ft.; Indicate skylight daylight zone areas on plans, include sq. ft. na C405.2.2.3.2 Daylight zone controls Indicate on plans the locations served by daylight zone controls; Indicate in plans the lighting Toad reduction (dimming) method - stepped or continuous dimming yes C405.2.3 Specific application lighting controls - General Indicate on plans the locations served by specific application lighting controls yes C405.2.3 - Items 1&2 Display and accent lighting Indicate lighting control method for display and accent lighting, and display case lighting; Indicate these fixtures are controlled independently from both general area lighting and other lighting applications within the same space na C405.2.3 - Item 3 Hotel/motel guest rooms Provide a lighting control device at each guest room entry for all permanently installed fixtures in guest room; Indicated whether lighting control is manual or automatic yes C405.2.3 - Item 4 Supplemental task lighting Provide automatic shut-off vacancy controls for supplemental task lighting, including under -shelf or under -cabinet lighting yea C405.2.3 - Item 5 Lighting for non- visual applications Identify eligible non -visual applications and method of lighting control; Indicate these fixtures are controlled independently from both general area lighting and other lighting applications within the same space yes C405.2.3 - Item 6 Lighting equipment for sale or demonstration Indicate lighting control method for lighting equipment for sale or demonstration; Indicate these fixtures are controlled independently from both general area lighting and other lighting applications within the same space na C405.2.3 - Item 7 Means of egress lighting If egress lighting power density is greater than 0.05W/ft2, indicate method of automatic shut-off during unoccupied periods; Identify on plans the egress fixtures that function as both normal and emergency means of egress illumination yes C405.10 C405.11 Cooler and freezer lighting Provide vacancy device or timer to tum off fixtures within 15 minutes of unoccupancy for cooler and freezer lighting fixtures with lamp efficacy less than 40 lumens per watt yes C405.2.4 Exterior lighting controls Indicate on exterior lighting plans the automatic lighting control method and locations served na C405.6.1 Exterior building grounds lighting controls Provide motion sensor controls for building grounds fixtures rated at greater than 100 watts with lamp efficacy Tess than 60 lumens, or identify exception taken yes C408.3 Lighting system functional testing Identify applicable commissioning documentation requirements per Section C408 or eligibility for exception; Provide written procedures for functional testing of all automatic controls and describe the expected system response; Identify in construction documents the party responsible for functional testing of automatic lighting controls Lighting, Motor, and Transformer Permit Documents Checklist LTG-CHK 2012 Washington State Energy Code Compliance Forms for Commercial Buildings Including R2 & R3 over 3 stories and all R1 Revised Jan 2014 Project Address Fill this line out on LGT-SUM Date 5/21/2013 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the Washington State Energy Code, Commercial Provisions. Applicability (yes,no,na) Code Section Component Compliance information required in permit documents Location in Documents Building Department Notes INTERIOR LIGHTING POWER & EFFICACY (Sections C405.5, C405.10, C405.11) Yee C405.5.1 C405.5.1.1 C405.5.1.2 C405.5.1.3 C405.5.1.4 Total connected interior lighting power g g Provide fixture schedule with fixture types, lamps, ballasts, and rated watts per fixture; Identify spaces eligible for lighting power exemption on plans and in compliance forms; Identify lighting equipment eligible for exemption in fixture schedule and in compliance forms; Indicate that exempt lighting equipment is in addition to general area lighting and is controlled independently yea C405.4 Exit signs Provide exit sign types and rated watts per fixture in fixture schedule (maximum 5 watts per fixture) yea C405.10 C405.11 Cooler and freezer lighting For lighting in walk-in coolers and freezers, and refrigerated warehouse coolers and freezers, provide rated lamp efficacy (in lumens per watt) in fixture schedule _ Lighting Power Calculation - Indicate compliance path taken Yee C405.5.2 Building Area Method Complete required compliance forms — proposed wattage per building area does not exceed maximum allowed wattage per building area. Identify locations of building areas on plans na C405.5.2 Space -By -Space Method Complete required compliance forms — total proposed wattage does not exceed maximum allowed wattage. Identify locations of space types on plans, including retail display areas as applicable EXTERIOR LIGHTING POWER & EFFICACY (Section C405.6) yes C405.6.2 Total connected exterior lighting power Provide fixture schedule with fixture types, lamps, ballasts, and rated watts per fixture; Identify exterior applications eligible for lighting power exemption on plans and in compliance forms; Indicate that exempt exterior lighting is controlled independently from non-exempt exterior lighting yes Table C405.6.2(1) Exterior lighting zone Indicate building exterior lighting zone as defined by the AHJ Yee C405.6.1 Exterior building grounds lighting For building grounds fixtures rated at greater than 100 watts, provide rated lamp efficacy (in lumens per watt) in fixture schedule yaa C405.6.2 Exterior lighting power calculations Complete required compliance form — proposed wattage for exterior lighting plus base site allowed does not exceed maximum allowed MOTORS & TRANSFORMERS (Sections C405.8, C405.9) na C405.8 Electric Motors For motors not part of an HVAC system, provide electric motor schedule on electrical plans with hp, rpm, and rated efficiency yes C405.9 Transformers Provide distribution transformer schedule on electrical plans with transformer size and efficiency If "no" is selected for any question, provide explanation: STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SAI-Engr.com ME COPY September 2, 2014 Building Permit Plan Review -First Submittal, Revised Round 1 Bowling & Amusement (D14-0198) Attn: Mr. Shane Labeth Re: City Comments dated 07/31/2014. Dear Mr. Shane Labeth; Ji SEP D9 2014 ' -?cpao, „ U/ REID MIDDLETol o. I am attaching the response for the city comments dated 07/31/2014 on the above perms application below Structural General 1. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Section 1705.3. b. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. c. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5 and Structural Submittal below. d. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. e. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. f. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. g. Welding of steel threaded rods, where applicable: periodic. See also IBC Secti Structural Submittal below. �y�IED FOR CCIMPLIANCE APPROVED OCT 7 2014 Ph: (405) 285-5511 Fax: (405) 28 - of Tukwila ING DIVISION STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SAI-Engr.com h. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. i. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. Response: 2(a) to 2(i) inspection notes are incorporated in S0.0 sheet. 2. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the structural general comments below. The following is a summary: a. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. esponse: Structural submittal note is incorporated in S0.0 sheet. Vertical In the structural Calculation for the capacity checks of the existing joist girder for the proposed w floor loading, it appegs that the existing joists have been checked with reduced live loads. Per ASCE 7-10, Section 4.7. ,live loads shall not be reduced in assembly uses. The existing joist girder load rating calculation should be revised. See also IBC Table 1607.1 Re �F LL s awe Rec. uSE l.L c..J T 13E esbUGtb , See .Poor no+ .. Response: o`41 ,C1's C r3ocol ►---tj rs ►e L L) Bowling alleys fall under Recreational uses per Table 4.1, ASCE 7-10. Therefore, Live load reduction can be taken in this case. Moreover existing joist girders were designed for a LL of 100 psf, which is more than the required design live load of 75 psf per Table 4.1, ASCE 7-10 in bowling area. Refer Sheet'ST1' enclosed. The new beam "Beam 1" calculations included in the structural calculation package show new earns W18X40 between grids 4-5 and grids 5-6 and W16X26 between grids 6-7 at 5.6 feet on center are required at the second floor level to supplement the existing floor joists for new floor loading. However, W18X40 beams are not shown on sheet S 1.0. Sheet S 1.0 should be revised to include supplement floor beams per structural calculations. Response: The existing floor at the location of pinsetter was designed to support a DL of 75 psf and a LL of 125 psf (Refer 'S003' enclosed for the joist capacities TL/LL), i.e. Total Load (TL) = 200 psf. However at the location of pinsetter DL (new) = 62 psf + DL (existing) = 137 psf, with 63 psf Ph: (405) 285-5511 Fax: (405) 285-5534 STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SAI-Engr.com additional load capacity. Since pinsetters area is not accessible to public, the 63 psf is adequate to support the live load of 1 or 2 specialist personnel that usually access the pinsetters. Therefore, we do not require any additional beams at pinsetter locations. The connection design for supplemented steel floor beams to existing steel girders are not included in the structural permit submittal package. Structural calculations and drawings should be revised to provide beam connection design and details. Response: Please refer (5) above. Since we do not have any supplemented steel floor beams to the existing steel girders, the beam connection design and details are not furnished. The design drawings and calculations regarding the wood floor framing shown on Sheet S 1.0 as "wood framing and floor by bowling vendor" shall be submitted for review. See IBC Section 1604.2. Response: This will be part of Deferred Submittals. Vertical ‘7/ Sheet SO.0 General Loading Note 2.A shows the basic wind speed of 90 mph. The basic wind speed for the project location should be 115 mph for Risk Category III. See IBC Section 1609.3. Response: Comment incorporated, SO.0 sheet is updated accordingly. v y The seismic analysis section of the structural calculation package shows the Lateral Force Resisting System (LFRS) of the existing building to be Ordinary Concentri cally Braced Frames (OCBF). However, the response modification factor, R, of 5 was used to determine the seismic forces. The determination of seismic forces in the calculations should be revised by using the appropriate R factor for OCBF. See IBC Section 2205. Response: Comment incorporated, Calculation revised accordingly. 9. The structural calculation of the Kitchen Hood shows the seismic bracing for the hood is designed for out -of -plane loading for 10 psf. However, the detail 7/S4.0 shows the maximum weight of it is 1,200 pounds. The design of seismic bracing and the anchorage to L3x3xI14 should be revised to include the weight of hood. Ph: (405) 285-5511 Fax: (405) 285-5534 STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SAI-Engr.com Response: The detail has been revised to light gauge box framing along with the cross bracings to accommodate the lateral seismic forces. Please refer pages 86-89 & 107-111 of the updated calculation report. STiw NOT Gl- 1 4-10 tJ I Zoo t6 s i) t 1 s o ►ST P v TEA p� OvT- oF- PLANE t,o Detail 3/S4.0 shows the Video Projector is being braced with four 8-gage hanger wires. However, the structural calculations for the hanger braces are not provided in the structural calculation package. Substantiating structural calculations should be provided to show the adequacy of the brace strength for design load. Response: 8-GA hanger wire shown in detail 3/S4.0 is OK. Please refer pages 52-64 of the updated calculation report. Detail 1/S4.1 shows details for the strengthening of existing open -web steel joists. However, structural calculations for the joist strengthening are not provided in the structural calculation package. Substantiating calculations should be provided to show that the joist strengthening is adequate for the proposed additional loads. \ s , v I-( Response: _ ) The strengthening of joists is only shown for bidding purposes. The G.C. is required to furnish the actual sizes of joists to the S.E.R. at the time of demolition for further analysis. Notes to drawings have been added to this effect and the calculations will be furnished as part of deferred submittals. 2tThe location of the existing joists that are being strengthened per detail 1/S4.1 is not shown on he plans. Structural drawings should be revised to show the location of the required floor strengthening. Response: Refer 12 above. r✓13. Details 7/S3.0 and 9/S3.0 show the pinsetter, with maximum weight of 51001bs, is being connected to the existing floor and the new raised floor. Substantiating structural calculations should be provided to show the proposed connections are designed for the seismic overturning moment induced by the pinsetter. Response: Please refer pages 68-78 of the updated calculation report. Details 7/S3.0 show the pinsetter is connected to existing concrete -on -metal deck floor using Simpson 'PDPW-250' strong bolts. Simpson strong -tie powder actuated fasteners are not suitable for Ph: (405) 285-5511 Fax: (405) 285-5534 STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SAI-Engr.com use with structural components that are subjected to seismic loads. See ESR-2138. The pinsetter connection to concrete floor detail should be revised. /p PERR s 7o 13 K4 s I NGi Gp IJ /v @ AE Response: The pinsetter connection to concrete floor is revised to Kwik Bolt TZ - CS 3/8 (2), conforming to ESR-1917. The relevant details in S3.0 are updated accordingly. Please refer pages 72-78 of the updated calculation report. Pc e 6 q - '1 L1 51-i0 LOG Lz) A4 Qc.14 J- 1)106.1 S14 ow S 15. Detail 4/S4. 1 does not provide seismic bracing for the new partition wall. Structural calculations and the drawings must be provided to show the seismic bracing for the partition wall. Response: The detail has been modified to include seismic bracings. Please refer 4/S4.1 & S2.0 sheets. Please refer to pages 112-116 for the updated calculation report for design of seismic bracing. Please call us if you have any further questions or if we can be of further help. PRov‘be. 1312-A-e I1OC,I A-r ' Doc pock 'T wHeN FARTPOI.) Sincerely, R c) Luy oaf.) Structures America Innovative Engineering, PLC Syam Sundar Mannava, P.E. Principal Engineer I Ph: (405) 285-5511 Fax: (405) 285-5534 w FILE COPY t ME STRUA AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 1641h Street, Edmond, OK'73013 www.SAI-Engr.com September 25, 2014 File No. 262014.005/00802 Mr. Johannessen, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 I ukwila WWA-98188 i i CEfi OCT 012014 Subject: Building Permit Plan Review -Second Submittal, Revised Round 1 Bowling & Amusement (W)0198) Re: City Comments dated 09/23/2014. Dear Mr. Johannessen: I am attaching the response to the review comments by Reid Middleton, Inc. dated 09/23/2014 on the above permit application below Architectural 1. No additional comments. Structural General 2. No additional comments. 3. No additional comments. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 1 7 2014 City of Tukwila BUILDING DIVISION Vertical 1.vCPer ASCE 7-10, Table 4.1, footnote "a", live load shall not be reduced in recreational uses. The reduced live load used to check existing joist on structural calculation appear to be less: than 75psf as required by Table 4.1 on ASCE 7-10 and IBC Table 1607.1. The existing joist girder load rating calculation should be revised. See also IBC Table 1607.1, footnote "m". Footnote"m" of IBC Table 1607.1 states that live load reduction is not permitted unless specific exceptions of section 1607.10 apply. The proposed floor framing does not meet the exceptions of heavy live loads in Section 1607.10.1.2, nor the exception of passenger vehicle garages in Section Ph: (405) 285-5511 Fax: (405) 285-5534 1 STRUCTURES AMERICA INNOVATIVitNG1NL i ING, PLC 2240 NW 1641h Street, Edmond, OK 73013 www.SAI-Engr.com 1607.10.1.3, nor the exception listed under Section 1607.10.2 Note 1. Please provide substantiating data, such as additional calculations. indicating the proposed framing has the design capacity to resist the IBC loading. The proposed framing may need to be revised. Please verify. Response: The existing drawings for the job call out the design live load as 100 PSF (unreducible). Please refer page 3 of 'Supplemental structural calculations'--underthe-Design-Loadr(Skeet'ST1 "by`- ANF & Associates Structural Engineers). Our design live loads 75 PSF are per Table 4.1, ASCE 7-10.. Hence, the existing joists/girders should be fine. The pinsetters weigh 62 PSF which is less than the design live load of 100 PSF and the pinsetters arca is not accessible for general public. At any given time, only one or two maintenance personnel can access the pinsetters area. In my professional opinion, the remaining live load capacity of 38 PSF (100 -- 62) is more than adequate to support the loads of one or two maintenance personnel in the pinsetters area. 5. No additional comments. 6. No additional comments. 7. No additional comments. 8. No additional comments. On the revised structural calculation pages 86 to 89 and 107 to 111. it is unclear how total weight of 1.200 pounds as shown on detail 7/s4.0 was used to design the seismic bracing for kitchen hood. The design of seismic bracing and the anchorage to L3x3x1/4 should be revised to include the weight of hood. See IBC Section 1604.2. Response: The total weight of kitchen hood is 1500 lbs. Please refer pages 11 to 19 of `Supplemental structural calculations' for seismic design of braces & anchorage to angle. Pages 4 to 10 reference the wind and gravity design of the angles & braces supporting the kitchen hood. Please refer detail 7/S4.0 for braces at the kitchen hood and the anchorage of the kitchen hood. 10. No additional comments.. 11. No additional comments. 12. No additional comments. Ph: (405) 285-5511 Fax: (405) 285-5534 STRUCTURES AMERICA INNOVATIVE ENGINEERING, PLC 2240 NW 164th Street, Edmond, OK 73013 www.SA1-Engr.com 13. No additional comments. y./Page 69 to 74 of revised structural calculations show each pinsetter base connection requires two Kwik Bolt TZ-CS (3/8). However. details on 7/S3.0 show, only one anchor on each base connection. Moreover, it appears that anchors to concrete floor ismissing on one of the middle base connections on detail 9/S30. The pinsetter connection to concrete floor detail should be revised. See IBC -Section 1604.2: ---- - Response: Details 7/S3.0 & 9/S3.0 are updated to reflect two Kwik Bolt TZ-CS (3/8) bolts at each pinsetter base connection. 15. The revised calculation shown on page 112 to 116 and details on S2.0 and 4/S4.1 for seismic bracing for new partition wall do not appear to consider the loading of wall when the partition wall is fully opened and all the partition wall stacks in the door pocket. Structural calculations and the drawings should be revised to show the seismic bracing for the partition wall when wall is fully opened. See IBC Section 1604.2. Response: Pleaserefer pages 20-25 of `Supplemental structural calculations' for Accordion partition wall beam design for point load, and pages 26-28 for seismic brace design for Accordion partition beam due to point load. Please refer pages 29-37 that show partition wall beam design for uniformly distributed load & seismic brace design when the partition wall is fully closed. Please call us if you have any further questions or if we can be of further help. Sincerely, Structures America Innovative Engineering, PLC Sy Sund r Mannava, P.E. y/2 oc—/2oii Prince gineer Ph: (405) 285-5511 Fax: (405) 285-5534 Supplemental Structural Calculations for Bowling & Amusement — Round 1 Southcenter Mall, Seattle WA FILE COPY wms....nta. Slat Prepared for: Cornerstone Architecture 09/25/2014 Syam Sundar Mannava, P.E. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2014 City of Tukwila BUILDING DIVISION u OCT 012014 tOLICCW AE D 1D LET t 9 , biy. c14E .�, Page 1 of 37 Supplemental Structural Calculations for Bowling & Amusement — Round 1 Southcenter Mall, Seattle WA Prepared for: Cornerstone Architecture Table of Contents: Section Page General Notes & Structural details sheet `ST1' for Existing Loadings 3 Kitchen hood Framing —Wind & Gravity design 4-10 Kitchen hood Framing —Seismic design 11-19 Accordion partition wall beam design for point Load 20-25 Seismic brace design for Accordion partition beam due to point load 26-28 Accordion partition fully closed beam design for UDL & Seismic brace design 29-37 Page 2 of 37 REINFORCING AT EXISTING JOIST GIRDER I 1 NEW BEAM TO (E) JOIST GIRDER 115 REINFORCING AT EXISTING STL BM. DETAIL 111 REINFORCING AT EXISTING STI. BM. DETAIL 12 REINFORCING AT EXISTING COL 1141 SAI Engineering, PLC 2240 NW 164th Street Edmond, OK 73013 Ph:(405) 285-5511 Fax:(405) 285-5534 www.SAI-Engr.com Job: Round 1 Bowling -Seattle Job Number: 14032 Computed By: WR Checked By: DN Sheet: Date: STEEL DESIGN Approx Weight of Kitchen Hood=1500 lb Steel Angle Design Angle supporting rod at Kitchen Hood (Minimum 3 such angles) P1 '1, P1 Span : 6.50 FT 4 0 W A P1=1500/6=250Lb General Gravity Loads P=2P1 Angle supportinc Angle at Hood Simply supported with Load(2P1 Centre) hanger rods CLD WD = 500 Ibs shown above is assumed on a Conservative side. Kitchen Hood Mmax = 9.75 k-in Combined load of two rods=1/3 of max 1500 Ibs Fy = 36 ksi Hanger Rods (TYP. Total 6 No.) Sx = 0.52 in' Mallow = 0.6Fy*Sx = 11.2 k-in OK Steel Rod at Hood At Kitchen Hood Load at Rod = Fy = 36 ksi F„= 45 ksi Across = 0.20 in` ANet = 0.20 in' Use Angle 4x4x5/16 0.5 k Design as Tension Member Taw, = 0.6 Fy AGross or 0.5 Fu Anet= 4.24 k OK Use 1/2" dia rod OK Page 4 of 37 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Approx Weight of Kitchen Hood=1500 Lb Steel Studs Design Studs to the left, Ref. 7/S4.0, At Kitchen Hood Span : 6.00 FT w/ 5 FT CANTILEVER (approx on conservative side) General Gravity Loads WD = 15.00 PSF ( 1.33' ) = Total Load = 0.22 k Kitchen Hood Load = 250 Ibs Fy = Fu= AGross = ANet = Sx = Tallow = 20 PLF Design For Tension Member (1500 Ibs on two sides with 3 rods each on a side) 33.00 ksi 45.00 ksi 0.34 in` 0.25 in` 0.39 In' 0.6 Fy AGross or 0.5 Fu Anet= 5.63 k OK Out of Plane Loads (on Hanging stud wall supporting Kitchenhood) WD = 10.00 PSF ( 1.33' ) = 13 PLF Mmax = 2.00 k-in Mallow = 0.6Fy*SX = 7.72 k-in OK Use 3 518"x18GA CSJ Steel Studs Design Stud braces (Left side, Ref 7/S4.0, At Kitchen Hood) design Span : 11.00 FT (approx span on a conservative side) Reaction at Brace = 0.469 k Design Brace As Column/Tension Member Fy = 33.00 ksi F„= 45.00 ksi Across = 0.34 inZ ANet = 0.25 in` Tallow = Design of screws at braces: Used 16 GA studs Allowable shear of #10 TEK screws= Required screws = 0.6 Fy Across or 0.5 Fu Anet= 5.63 k OK Use 3 5/8"x18 GA CSJ 116 Ibs 5 screws Page 5 of 37 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: VVR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Steel Channel Design Vertical Channel to the left @ Kitchenhood (Ref. 7/S4.0) Span : 6.00 FT w/ 5 FT CANTILEVER (approx on conservative side) General Gravity Loads Total Load = 0.25 k Design For Tension Member Load of Each Angle Reaction Fy= F„= Across = ANet Sx = Tallow = 36.00 ksi 58.00 ksi 1.58 in` 1.58 in` 1.92 in's 0.6 Fv Across or 0.5 Fu Anet= 34.1 k OK Out of Plane Loads WD = 10.00 PSF ( 10 00' ) = 100 PLF Mmax = 15.00 k-in Mallow = 0.6Fy*SX = 41.472 k-in Steel Studs Design Span : 11.00 FT Reaction at Brace = 1.008 k OK Use C4 x 5.4 Kitchen Hood Brace Channel to the left, Ref. 7/S4.0 (approx span on a conservative side) Design Brace As Column/Tension Member Fy = 36.00 ksi For Design as a Compression member, Ref. Tedds Enclosed) Fur.- 58.00 ksi Across = 1.58 in` ANet = 1.58 in` Tallow = 0.6 Fv Across or 0.5 Fu Anet= 34.1 k OK Use C4 x 5.4 Page 6 of 37 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Steel Channel Desiqn Vertical channel @ Stud wall from the floor, supporting Kitchen hood Span : 14.00 FT w/ 0 FT CANTILEVER (approx on conservative side) General Gravity Loads Total Load = 0.25 k Design For Tension Member Load of Each Angle Reaction Fy = Fu= e ^Gross ANet Sx = Tallow = 36.00 ksi 58.00 ksi 2.39 in` 2.39 in` 4.35 in' 0.6 Fy AGross or 0.5 Fu Anet= 51.6 k OK Out of Plane Loads (on Stud wall supporting Kitchenhood to the right ref. 7/S4.0) WD = 10.00 PSF ( 10.00') = 100 PLF Mmax = 29.40 k-in Mallow = 0.6Fy*SX = 94 k-in OK Steel Studs Desiqn Span : 11.00 FT Reaction at Brace = 0.7 k Fy = F„= AGross ANet = 36.00 ksi 58.00 ksi 1.58 in` 1.58 in` Use C6 x 8.2 Kitchen Hood Brace Channel to the right, Ref. 7/S4.0 (approx span on a conservative side) Design Brace As Column/Tension Member For Design as a Compression member, Ref. Tedds Enclosed) Tallow = 0.6 Fy AGross or 0.5 Fu Anet= 34.1 k OK Use C4 x 5.4 Page 7 of 37 46 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing@ Kitchen Hood -For Compression due to Wind Sheet no./rev. 1 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method Column and loading details Column details Column section Design loading Required axial strength Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx = 132 in For buckling about y axis Ly = 132 in For torsional buckling LZ = 132 in Effective length factors For buckling about x axis Kx = 0.65 For buckling about y axis Ky = 0.65 For torsional buckling Kz = 0.65 0, T --1.58"►I C 4x5.4 Pr = 1 kips (Compression) Mx = 0.0 kips_ft My = 0.0 kips_ft Vry = 0.0 kips Vrx = 0.0 kips Tedds calculation version 1.0.05 Page 8 of 37 Tedds* Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing@ Kitchen Hood -For Compression due to Wind Sheet no./rev. 2 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Section classification Section classification for local buckling (cl. B4) Critical flange width Width to thickness ratio of flange Depth between root radii Width to thickness ratio of web b=bf=1.580in Xr = b / tt = 5.338 h=d-2xk=2.500in =h/tw=13.587 Compression Limit for nonslender flange Xrfc = 0.56 x / Fy) = 13.487 The flange is nonslender in compression Limit for nonslender web A.rw_c = 1.49 x I(E / Fy) = 35.884 Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis SRx=KxxLx/rx=55.0 SRy=KyxLy/ry= 193.2 Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress The web is nonslender in compression The section is nonslender in compression Fex = (712 x E) / (SRx)2 = 94.6 ksi Flexural buckling stress about x axis Fcrx = Qx x (0.658axxFYYFex) x Fy = 40.1 ksi Nominal flexural buckling strength Pnx = Fcrx x Ag = 63.3 kips Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Fey = (n2 x E) / (SRy)2 = 7.7 ksi Flexural buckling stress about y axis Fcry = 0.877 x Fey = 6.7 ksi Nominal flexural buckling strength Pny = Fcry x Ag = 10.6 kips Torsional and flexural -torsional buckling (cl. E4) Elastic torsional buckling stress Fez = [n2 x E x CW / (Kz x Lz)2 + G x J] / (A9 x r 2) = 86.4 ksi Torsional/flexural-torsional elastic buckling stress Fet = (Fex + Fez) / (2 x H) x [1 - I(1 - 4 x Fex x Fez X H / (Fex + Fez)2)] Fet = 59.9 ksi Torsional/flexural-torsional buckling stress Nom. torsional/flex-torsional buckling strength Allowable compressive strength (cl. El) Safety factor for compression Fcrt = Qz x (0.658ozxFoet) x Fy = 35.2 ksi Pnt = Fcrt x Ag = 55.7 kips S2c = 1.67 Page 9 of 37 taProject Tedds' Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing@ Kitchen Hood -For Compression due to Wind Sheet no./rev. 3 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Allowable compressive strength Pc = min(Pnx, Pny, Pnt) / 12c = 6.4 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 10 of 37 Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone ; (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com. JOB NO. SHEET NO. OF PROJECT 17 (9f s - ROUND 1-SEATTLE COMPUTED BY " ' " t-- DATE CHECKED BY •» `(r1 L)Tj 1 DATE SUBJECT S t1 hair v Structures America Innovative Engineering P 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax (405) 285-5534 www.SAI-Enrg.com j0 " JOB NO. SHEET NO, OF C PROJECT_ Vic' ''? ! - i' .) :Its ROUND 1-SEATTLE COMPUTED BY ,� URI E CHECKED BY SUBJECT BPS DATE le 4 470.-l.ALti =y 6:2 4 S t-'g vA T I E. Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com JOB NO b r SHEET NO OF 0100 -CA-A) r6f PROJECT —.ROUND 1-SEATTLE COMPUTED BY VI V E ' DATE CHECKED BY DtuYFlt t SUBJECT 1(t) of fiM,, 6)C DATE Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone (405) 285-5511 Fax (405) 285-5534 www.SAI-Enrg.com JOB NO. SHEET NO OF PROJECT.._kbunJ 10 -- 1— t 'j. :S &. ROUND 1-SEATTLE COMPUTED BY "' CHECKED BY r* y .} h 6- z " u,TE DATE SUBJECT '51.4 ► C !' � +)6 so Ps • Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design -Seismic Load @ Kitchen Hood Sheet no./rev. 1 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method T Column and loading details Column details Column section Design loading Required axial strength Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength F. = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis LX = 132 in For buckling about y axis Ly = 132 in For torsional buckling Lz = 132 in Effective length factors For buckling about x axis KX = 0.65 For buckling about y axis Ky = 0.65 For torsional buckling KZ = 0.65 T4_ T 14-0.18* T 1.58"►I C 4x5.4 Pr = 2 kips (Compression) Mx = 0.0 kips_ft My = 0.0 kips_ft Vry = 0.0 kips Vrx = 0.0 kips Tedds calculation version 1.0.05 Page 15 of 37 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design -Seismic Load @ Kitchen Hood Sheet no./rev. 2 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Section classification Section classification for local buckling (cl. B4) Critical flange width Width to thickness ratio of flange Depth between root radii Width to thickness ratio of web Compression Limit for nonslender flange Limit for nonslender web Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis b=bf=1.580in Xf=b/tf=5.338 h=d-2xk=2.500in A,W=h/tw=13.587 X,rc=0.56x.4(E/Fy)=13.487 The flange is nonslender in compression Ln„_c = 1.49 x 'l(E / Fy) = 35.884 SRx=KxxLx/rx=55.0 SRy=KyxLy/ry=193.2 Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Flexural buckling stress about y axis Nominal flexural buckling strength Torsional and flexural -torsional buckling (cl. E4) Elastic torsional buckling stress Torsional/flexural-torsional elastic buckling stress Torsional/flexural-torsional buckling stress Nom. torsional/flex-torsional buckling strength Allowable compressive strength (cl. El) Safety factor for compression The web is nonslender in compression The section is nonslender in compression Fex = (n2 x E) / (SR02 = 94.6 ksi Fax = Qx x (0.658ax FY/Fex) x Fy = 40.1 ksi Pnx = Fax x A9 = 63.3 kips Fey = (n2 x E) / (SRy)2 = 7.7 ksi Fay = 0.877 x Fey = 6.7 ksi Pny = Fcry x Ag = 10.6 kips Fez =[n2xExCw/(KzxLz)2+GxJ]/(Ag xr2)=86.4ksi Fet = (Fex + Fez) / (2 x H) x [1 - '1(1 - 4 x Fex x Fez x H / (Fex + Fez)2)] Fet = 59.9 ksi Fat = Qz x (0.658ozxFy/Fet) x Fy = 35.2 ksi Pnt = Fat x Ag = 55.7 kips IZc = 1.67 Page 16 of 37 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design -Seismic Load @ Kitchen Hood Sheet noirev. 3 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Allowable compressive strength Pc = min(Pnx, Pny, Pnt) / nc = 6.4 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 17 of 37 46 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Seismic Cross bracing@ Kitchen Hood in North South Sheet no./rev. 1 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method kr Column and loading details Column details Column section Design loading Required axial strength Material details -10 0.25" 4" L 4x4x0.25 Pr = 1 kips (Compression) Steel grade A36 Yield strength Fy = 36 ksi Ultimate strength F„ = 58 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Angle details Length between work points L = 132.0 in Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width Maximum width to thickness ratio b = max(Li, L2) = 4.000 in X=b/t=16.000 Compression Limit for nonslender section A.r_c = 0.45 x v(E / Fy) = 12.772 Tedds calculation version 1.0.05 The section is slender in compression Page 18 of 37 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Seismic Cross bracing@ Kitchen Hood in North South Sheet no./rev. 2 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Slenderness Slenderness (cl. E5) Slenderness ratio SR= 32 + 1.25 xL/ry= 164.0 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs = 1.34 - 0.76 x (b / t) x 'I(Fy / E) = 0.912 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qa = 1.0 Resultant reduction factor Reduction factor Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression Allowable compressive strength Q=QsxQa=0.912 Fe=(rt2xE)/SR2=10.6ksi F«=0.877xFe=9.3ksi Pn = F« x A9 = 18.1 kips S2c = 1.67 Pc = Pn / S2c = 10.8 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 19 of 37 SHEET NO. .._.--OF 1-. v E-' DATE Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com JOB NO PROJECT COMPUTED BY es America ative Engineering PLC NW 164th Street amond, OK 73013 Phone (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com JOB SHEET NO. NO. PROJECT , (.'.4)t' COMPUTED BY---- 'tlA�1H DATE CHECKED BY ,.. SUBJECT DC ; ! t+^C� C6 OF Tedds` Project Round 1Gowling-Seattle Job Ref. 14032 Section Accordian partition beam -point load Sheet no.hev. 1 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method 5.300 0.0 A kip_ft 0.0 6.952 7.0 ft I 7.52 A 1 B ftl A Load Envelope - Combination 1 1 Tedds calculation version 3.0.08 7.52 Bending Moment Envelope kips 4.2 4.234 0.0 __ -1.260 ftl A Support conditions Support A Support B Applied loading Beam Toads Load combinations Load combination 1 4.2 Shear Force Envelope 7.52 Vertically restrained Rotationally free Vertically restrained Rotationally free LL - Live point load 5.3 kips at 19.80 in Dead self weight of beam x 1 Support A -1.3 Dead x 1.00 Live x 1.00 Roof live x 1.60 8 Page 22 of 37 Teddy Project Round 1 Bowing-Seattle Job Ref. 14032 Section Accordian partition beam -point load Sheet no./rev. 2 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Span 1 Support B Snow x 1.60 Dead x 1.00 Live x 1.00 Roof live x 1.60 Snow x 1.60 Dead x 1.00 Live x 1.00 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mmax = 7 kips_ft Mmin = 0 kips_ft Maximum shear Vmax = 4.2 kips Vmin = -1.3 kips Deflection Smax = 0 in Smin = 0 in Maximum reaction at support A RA_max = 4.2 kips RA_min = 4.2 kips Unfactored dead load reaction at support A RA_Dead = 0.1 kips Unfactored live load reaction at support A RA_u e = 4.1 kips Maximum reaction at support B RA_max = 1.3 kips RB_min = 1.3 kips Unfactored dead load reaction at support B RA_Dead = 0.1 kips Unfactored live load reaction at support B RB_uve = 1.2 kips Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Safety factor for tensile rupture W 10x26 (AISC 14th Edn 2010) A992 Fy = 50 ksi F5 = 65 ksi E = 29000 ksi C Sty = 1.67 S2tr = 2.00 5.77" Page 23 of 37 • Tedds' Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam -point load Sheet no./rev. 3 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S2c = 1.67 S2b = 1.67 S2„ = 1.50 Span 1 has lateral bracing at supports only Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio bf / (2 x tt) = 6.56 Limiting ratio for compact section Xpff = 0.38 x I[E / Fy] = 9.15 Limiting ratio for non -compact section Xrtr = 1.0 x'1[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio (d - 2 x k) / tw = 33.92 Limiting ratio for compact section A.pwf = 3.76 x d[E / Fy] = 90.55 Limiting ratio for non -compact section k,wf = 5.70 x \I[E / Fy] = 137.27 Compact Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength Section is compact in flexure V= max(abs(Vmax), abs(Vmin)) = 4.234 kips Aw = d x tw = 2.678 in2 kv = 5 Cv = 1.000 Vn=0.6xFyxAwxCv=80.340kips Vc=Vn/Sly =53.560kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis - Chapter F Required flexural strength Mr = max(abs(Msimax), abs(Mst_min)) = 6.952 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyld = Mp = Fy x Zx = 130.417 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Lb = Ls1 = 90.24 in Lp=1.76xryx-l[E/Fy] =57.646in ho=d-tf=9.86in c=1 its = I[y(ly x Cw) / Sx] = 1.581 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95xrtsxE/(0.7xFy) x4(J xc/(Sxxho))x4[1 +4(1 + 6.76 x (0.7 x Fy x Sx x ho / (E x J x c))2)] = 179.238 in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 6.696 kips_ft Moment at center -line of segment Ma = 4.556 kips_ft Moment at three quarter point of segment Mc = 2.324 kips_ft Maximum moment in segment Mabs = 6.952 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Mabs x Rm / [2.5 x Mabs + 3 x MA + 4 x Ma + 3 x Mc]) = 1.387 Page 24 of 37 Nominal flexural strength Allowable flexural strength • Tedds Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam -point load Sheet noirev. 4 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnitb = Cb x [Mp - (Mp - 0.7 x Fy x SX) x (Lb - Lp) / (Lr - Lp)] = 162.628 kips_ft Mn = min(Mnyid, Mmtb) = 130.417 kips_ft Mc= Mn/S2b=78.094kips_ft PASS - Allowable flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Maximum deflection span 1 (Slim=LSi/360=0.251 in 8 = max(abs(&„ax), abs(Smin)) = 0.013 in PASS - Maximum deflection does not exceed deflection limit Page 25 of 37 Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax ; (405) 285-5534 www.SAI-Enrg.com DATE JOB NO. I110 PROJECT hip SHEET NO. OF COMPUTED BY v 1 CHECKED BY Pi" t( DATE SUBJECT � � .>C1-4 nt " 9 Ar -110Pi _ = (S/4 ( aProject • Tedds Round 1 Bowling:Seattle Job Ref. 14032 Section Seismic brace (N-S) for Accordian partition Sheet no.hev. 1 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method • io T Column and loading details Column details Column section Design loading Required axial strength Material details 0.313" 4" L 6x4x0.3125 Pr = 3 kips (Compression) Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength F„ = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G =11200 ksi Angle details Length between work points L = 156.0 in Connected leg Long Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width b = max(L,, L2) = 6.000 in Maximum width to thickness ratio = b / t = 19.200 Compression Limit for nonslender section %r_c = 0.45 x '1(E / Fy) = 10.837 Tedds calculation version 1.0.05 The section is slender in compression Page 27 of 37 . 6 ` Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Seismic brace (N-S) for Accordian partition Sheet no./rev. 2 Calc. by Vivek Date 9/24/2014 Chk'd by Date App'd by Date Slenderness Slenderness (cl. E5) Slenderness ratio SR= 32 + 1.25 xL/ry= 198.7 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs = 1.34 - 0.76 x (b / t) x 4(Fy / E) = 0.734 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qs = 1.0 Resultant reduction factor Reduction factor Q = Qs x Qs = 0.734 Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression Allowable compressive strength Fe=(rz2xE)/SR2=7.3ksi Fcr = 0.877 x Fe = 6.4 ksi Pn= Fcr xA9=19.3kips S2c = 1.67 Pc = Pn / S2c = 11.5 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 28 of 37 \nv(L' SHEET NO.... ---OF ir DATE DATE *Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 ww.SAI-Enrg.com JOB NO PROJECT COMPUTED BY CHECKED BY SUBJECT a L 1.811 46 - Tedds' Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam-UDL Sheet no./rev. 1 Calc. by Vivek Date 9/25/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method 0.251 Tedds calculation version 3.0.08 Load Envelope - Combination 1 0.0 A ft A kip_ft 0.0 1 7.6 8 Bending Moment Envelope 1.8 ft l 7.6 A 1 B kips 0.953 0.0 -0.953 Support conditions Support A Support B Applied loading Beam loads Load combinations Load combination 1 Shear Force Envelope 1.0 ftl A -1.0 7.6 1 8 Vertically restrained Rotationally free Vertically restrained Rotationally free LL - Live full UDL 0.225 kips/ft Dead self weight of beam x 1 Support A Dead x 1.00 Live x 1.00 Roof live x 1.60 Page 30 of 37 Tedds' Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam-UDL Sheet no./rev. 2 Calc. by Vivek Date 9/25/2014 Chk'd by Date App'd by Date Span 1 Support B Snow x 1.60 Dead x 1.00 Live x 1.00 Roof live x 1.60 Snow x 1.60 Dead x 1.00 Live x 1.00 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mmax = 1.8 kips_ft Mmin = 0 kips_ft Maximum shear Vmax = 1 kips Vmin = -1 kips Deflection Smax = 0 in & in = 0 in Maximum reaction at support A RA_max = 1 kips RAmin = 1 kips Unfactored dead load reaction at support A RA_Dead = 0.1 kips Unfactored live Toad reaction at support A RA_Live = 0.9 kips Maximum reaction at support B RB_max = 1 kips RB_min = 1 kips Unfactored dead load reaction at support B RA_Dead = 0.1 kips Unfactored live load reaction at support B RB_Live = 0.9 kips Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Safety factor for tensile rupture W 10x26 (AISC 14th Edn 2010) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi k 4-0.26- 5.77" 52ty = 1.67 1211- = 2.00 Page 31 of 37 46 Tedds Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam-UDL Sheet no./rev. 3 Calc. by Vivek Date 9/25/2014 Chk'd by Date App'd by Date Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S2c = 1.67 S2b = 1.67 S2v = 1.50 Span 1 has lateral bracing at supports only Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio bf / (2 x tf) = 6.56 Limiting ratio for compact section 1pff = 0.38 x 1[E / Fy] = 9.15 Limiting ratio for non -compact section krff = 1.0 x J[E / Fy] = 24.08 Compact Classification of web in flexure - Table 84.1 (case 9) Width to thickness ratio Limiting ratio for compact section Limiting ratio for non -compact section Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength (d-2xk)/tw=33.92 Xpwr = 3.76 x .4[E / Fy] = 90.55 = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Vr = max(abs(Vmax), abs(Vmin)) = 0.953 kips Aw=dxtw=2.678in2 kv = 5 Cv = 1.000 Vn=0.6xFyxAwxCv=80.340kips V. = V. / fly = 53.560 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis - Chapter F Required flexural strength Mr = max(abs(Ms1_max), abs(Ms,_min)) = 1.811 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyld = Mp = Fy x Zx = 130.417 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Lb=Ls,=91.2 in Lp=1.76xryxv[E/Fy] =57.646in ho=d-tr=9.86in c=1 rts='i['l(ly x Cw) / Sx] = 1.581 in Limiting unbraced length for inelastic LTB - eq F2-6 L= 1.95xr,sxE/(0.7xFy) x' (J xc/(Sx xho))xd[1 +I(1 +6.76x(0.7xFyxSxxh./(ExJ x c))2)) = 179.238 in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 1.359 kips_ft Moment at center -line of segment Me = 1.811 kips_ft Moment at three quarter point of segment Mc = 1.359 kips_ft Maximum moment in segment Mabs = 1.811 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 X Mabs x Rm / [2.5 x Mabs + 3 x MA + 4 x Ms + 3 x Mc]) = 1.136 Page 32 of 37 Nominal flexural strength Allowable flexural strength - 6 Tedds' Project Round 1 Bowling -Seattle Job Ref. 14032 Section Accordian partition beam-UDL Sheet no./rev. 4 Calc. by Vivek Date 9/25/2014 Chk'd by Date App'd by Date Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnitb = Ca x [Mp - (Mp - 0.7 x Fy X SX) X (Lb - Lp) / (Lr - Lp)) = 132.822 kips_ft Mn = min(Mnyid, Mnitb) = 130.417 kipsit Mc = Mn / S2b = 78.094 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Maximum deflection span 1 Stun = Ls, / 360 = 0.253 in S = max(abs(Sma.), abs(Smin)) = 0.005 in PASS - Maximum deflection does not exceed deflection limit Page 33 of 37 Page 113 of 116 Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design @ partition wall -Seismic nplane load Sheet no.trev. 1 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with A1SC360-10 and the ASD method Column and loading details Column details Column section Design loading Required axial strength Material details L 6x4x0.3125 Pr = 1 kips (Compression) Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Angle details Length between work points L = 48.0 in Connected leg Long Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width b = max(L,, L2) = 6.000 in Maximum width to thickness ratio b / t = 19.200 Compression Limit for nonslender section c=0.45xtii(E/Fy)=10.837 Tedds calculation version 1.0.05 The section is slender in compression Page 34 of 37 Page 114 of 116 '` Tedds• Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design @ partition wall -Seismic Inplane load Sheet no./rev. 2 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Slenderness Slenderness (cl. E5) Slenderness ratio SR= 72+ 0.75 xL/ry= 102.8 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs = 1.34 0.76 x (b / t) x J(Fy / E) = 0.734 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qa = 1.0 Resultant reduction factor Reduction factor Q = Qs x Qa = 0.734 Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression Allowable compressive strength Fe= (re xE)/SR2=27.1 ksi Fcr = Q x (0.658QXFy/Fe) x Fy = 20.8 ksi Pa = Fcr x Ag = 63.1 kips 11c = 1.67 Pc = Pn / S2c = 37.8 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 35 of 37 r Page 115 of 110 '' Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design @ partition wall -wind out of plane Sheet no./rev. 1 Cale. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method -A- Column and loading details Column details Column section -►, 14 0.3131 L 6x4x0.3125 Design loading Required axial strength Pr = 2 kips (Compression) Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Angle details Length between work points L = 132.0 in Connected leg Long Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width b = max(L,, L2) = 6.000 in Maximum width to thickness ratio . = bit =19.200 Compression Limit for nonslender section ?T = 0.45 x 'I(E / Fy) =10.837 Tedds calculation version 1.0.05 The section is slender in compression Page 36 of 37 e Page 116 of 116 i' Tedds Project Round 1 Bowling:Seattle Job Ref. 14032 Section Cross bracing design @ partition wall -wind out of plane Sheet no./rev. 2 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Slendemess Slendemess (cl. E5) Slendemess ratio SR= 32 + 1.25xL/ry= 173.0 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs = 1.34 - 0.76 x (b / t) x v'(Fy / E) = 0.734 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qs = 1.0 Resultant reduction factor Reduction factor Q = Qs x Qs = 0.734 Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression Allowable compressive strength Fe=(7tzxE)/SR2=9.6ksi Fcr =0.877xFe=8.4ksi Pn = Fcr x Ag = 25.4 kips S2c = 1.67 Pc = Pn / S2c = 15.2 kips PASS - The allowable compressive strength exceeds the required compressive strength Page 37 of 37 FILE COPY Paint* No Structural Calculations for yowling &. Amusement —Round 1 Southcenter Mall, Seattle WA Prepared for: Cornerstone Architecture REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17 2014 City of Tukwila BUILDING DIVISION u radar Man nava, Stru turn €Calculation s for Bowling & Amusement — Round 1 Southcenter Mall, Seattle WA Prepared for: Cornerstone Architecture Syam Sundar Mannava, P.E. Structural Calculations for Bowling & Amusement — Round 1 Southcenter Mall, Seattle WA Prepared for: Cornerstone Architecture Table of Contents: Section Page General Design Criteria Project Location & Existing First Floor Load & Key Plan 4-7 Existing Second Floor Load & Key Plan for Design Elements 8 Design Loads Design Loads and Existing Load Calculations 9-11 Existing Gravity Design with New Loads Existing Beams Design at Bowling area 12-13, 15-41 Existing Joist Girder Design at Bowling area 12-14 Overhead Monitors Support Members Design 52-67 Punching Shear Check at Pin Setter Location 42-45 Lateral Design USGS Seismic Coefficients 46 Seismic Analysis 47-48 Diaphragm Shears 49-50 Out of Plane Wall Analysis 51 New Gravity Design Soffit Soffit Joists 79-81, 85 Kitchen Hood Kitchen Hood Studs & Cross Bracing 86-89,107-111 Curtain Wall Curtain Wall Stud Design 82-83 Miscellaneous Misc Data Sheets 53-64, 91-106 Page 1 of 116 General Design Criteria Project Location Latitude : 47.603043, Longitude: -122.335842 ©ownto;vn Seattle, WA., USA 47.603043,-122.335842 , ,2ND FLOOR FRAMING PLAN (STRENGTHEN UP FLOOR LNG LOAD UP TO 100 PSFUNREQUCIBLE) 2ND FIR. FRAMING NOTES: e0 a-DETNL No. -SHEET No. 2 SEE STRUCTUTAL, GENERAL NOTES DN SHEET ST1, 3. (E) INDICATES EXISTING STRUCTURE ELEMENTS (N) INDICATES NEW STRUCTURE. ELEMENTS_ -Tw R -WS• NOTES C-cos=tDE-c DL_ rcT 1 Yestfietd SOUTHCENTER MALL RENOVATION rw.ati «. 0e5e2 6.ESTAELD DESIGN & CONSTRUCTION 11601 Wlem ire Doulesord, 12th ilOO4 Los Angeles, Coclornio 90025- 1748 Telephone 310 478 4456 Facsimile 310. 478 4468 049,00w9 a par61.00b aM, a Da ne.Ab OM 0.111W Wt bra aT.a030 aHYI M MN071 lew.,99. au„ .( atatea Ur 0100 K .aa. , 5 1" 7:9k«.9".N9rliS Registrotion No. ( C-i N4 LLB (oe FF DETAIL P L Cry.@ ct tad eo r� Z) 3 (� CoP i ; 0(6)(6 1 , L(\l1 • y LtJ F o ve' r (721T yrE 7-i) 5" 1 :4 ' 4- I) Ps 5,),.v.fr6-3P.S4-. YCbr() ,5# rot € s0O3, (Pv s+4 fit Sheet Title 7oI's-�S = �6� �3 r j� II 2ND FLOOR - k- 1Gkt Lr PLAN Consultants, ANF A ASSOCIAThS.. TA I019N4.10t .„w.4 mn„-W,.1 I4o..## w.a. 07 I444* nl t1. LOIN 1993e 000161 • O.. Swa t1.,10 Wmr,CA011]I ApproyoIs / Phase: 2ND FLOOR LIVE LOAD UPGRADE AT EXISTING MERVYNS FOR WESTFIELD SOUTHCENTER MALL RENOVATION 1 1-25-2009 Key Pion: No. Date Revision 0 A 0 A A A 4 A Job No. Dote m oast. Scale 82.0 t FJ-1 32' 790/420 .. fJ-2 24" 600/430 cccL�� rJ-3 32 700/425 77--4 790/425 775/405 FJ-6 32•. 1070/705 FJ-7 26' 1070/705 fJ 9 32" 790/420 1090/715 7J-10 r n'GI �_'----� 790/420 1090/7,5 1 fJ-I, JY�_�y230f130---- J _0' 12',0- --.. 160/260 --- -----.. 'T-' 62750/ C"1""41/2 715/365 FJ-12 32 12.-0• -'130150/0 1 I-+.�,�. T55fIW TT -790/420 f J-1} 32 17-0' 12'-0" -9770//0 FFF..��] 255f140-/'' 790/420 7J-14 32" 565/455 9770j/0` 790/4202 f1--15 32' 67700/0 r 2U'-2" r 585/450 790/420 FJ-10 32• 97700/0 565/45011 ZO•-r 790/420� Zj rJ-t7 24' 1'-414 ]t 6f395 ....... 6275/f0 12'-(Y 230/0-..-,,, 230/13,30 rJ-18 24' 1'-41f] - 97700/0 .- 12'-0'� . I tOftS%IOEf 2.-..1 I _�-310/310 253/140 rJ-76 29" F.. '-1" 97701//0 565/450 L1065/7000 F7-20 25' 11,-2' r -.•- 97700/0 565/450 1065/700 FJ-21 26' tS'^9" 1 97706/0. 1465/700 565/450 94-22 20 20.-4• -97701/0 566/450 I 1065/700 { FJ-23 24' 465/4t0 f S.. fJ-24 32' 465/410 �. COLUMN SCHEDULE LEVEL ARK . A , N,) ) 16) /E) T F) ROCk 4100R -� FLOOR 0 6 0 0 € 5 BASE PLATE B1"d7.13' R," l3 l3` R,•.13•.13" 12.,-.1r.I3- 1,23/4 11 411' R1".13-43* SEE OE IAR. (E3/4•.11'.11• 24" 260/I75 fff RJ--2 21' 12'-0' 2e0/175 365/365— I RJ-3 24 27.3" r 305/365� RJ--4 24'. 230/150 RJ--y 24` 360/320 "\ 44�� RJ-5 16' 280/175 RJ-7 t6" 200/175 395/365 RJ-!1 20" "D 260/175 i-6 195/195 --- RJ-9 26' 450/360 RJ-10 24" 450/300 LOAD DEFLECTION IS NOT GREATER THAN L/360 NOR 1/2'. 10901EVER IS LESS. 3. FRONOE BRIDGING PER 5J. 1. SEE. SHEET 5001 Foe GE2$.7011. STRUCTURAL NOTES. ROOF JOIST NOTES: 1. AU. ROOF J(S15 ARE 10 BE 'A" SERIES JOISTS MIN 2- I/2" DEEP NEARING SEATS,. 2. PROVIDE BI000NG PER S.E. 3. SEE SHEET 5001 VCR GENERAL STRUCTURAL NO1E5. 4. MECHANICAL E0uIP4ENT WEIGHTS SNOw0 ON THE PLAN NAVE SEEN INCLUDED 61 NEE ORO9R LOADS SPEOFIED. 3;162 METAL DECK - (5EE PLAN) - 3/16 I- ME01. UNIT (SEE PLAN) 1 2a 810CKIN0 IN -DECK FLUTES UNDER CURB TYPICAL MECHANICAL UNIT SUPPORT 5".241/4• 7WiR1I.Y / 411®renves / W WTOHM / mums LW Fay C440Lf6 901I 4a1 P9aCtR LII4044 44011 lnav a (MO) 164-01u rat 1K1 NI -IS 12/3/91 BID DOCUMENTS KW. R 3411 IZMIR woman AVS 11113601011 MAR 9A7N11 KAB 1,ola>m AVS 'WAFT Tr. MERVYN'S AT SOUTHCENTER MALL TU WLA.WASHNt3TON 2977 Plana MO. OR. 06N0NCT tIL FLOOR / ROOF JOIST & COLUMN SCFEDULE OCT. '91 S003 C) (Np3.341/4.2'-etc. TA SIDE O 0 ('-A 0(EBY27ve4 OR (0,27A. -0'WOD AL 3 PAN AT oe'NEOE. 0 (N)Wra.36 omaro or MT- BEM tENCTN TAWS 5'-0• (12aSFG 9_ OF NT, 5 Of OSSEO el(7 .r MC14 NOT SNORE) •: Q2 ( )STEEL Ou. SEE WAN BETIREN Dam. FLOOR STEEL JOST 0 (E)STEEL FLOOTI MESE BEYOND 0 (N)1518A1193/I6 U star . 1 pie I' •' _ • .-� .. I • ,^ • w •. ♦ to q �.� /1� 3j4P"("/E" ` FOR SPAN U SLOE <' • • an (N ESg.36. pe NOR M'-0' SPAN 0 R736'a MO 2e'-G" WAN \.� 1\ VIEW A -A +O"a fOfR w'-0' 4'AN 0 (N)L4.443/6 oe'-Oro c. w . TDALT JUST ORDER Te6 �._. 2 _ \\ .. _ .Y LA rtrN 0 (QS 1/x1118. CONC. TOPPING J r---"-* 0 (N01/211414,4"49 1/2" 0 {TL PL EA SIDE nnElm *IUD) Pr, _- 0 14)1ATI115634 /4-3/4`F A3255C Ban 1, / A O Q , REINFORCING AT EXISTING STL BM. DETAIL 11 REINFORCING AT EXISTING JOIST GIRDER 0 (tNr27.e4 OR (E8 27s4 0 N 38 tawcr f erWT- 0 (2)1.314.14Ip4'-e1.0. EL 4O€ '- .0. TOTAL 3 PAIR AT t BEAM LENGTH Wen S'-0") (parr° OECN NOT SnDMN) Bf�N.FS[L 0 (Np/8'rNIt..12',CONT. 5TL„ sAFFE LENGTH A5 Ylf E(XR.� �EpW RAN BEtYETN EN51W40 FLOOR 0 Mil JOIST 3 (QStuo. FLOOR 401ST 80Wm OMjF818rtr3/16 U 59E t(88 40-0SPAN :Y�l ,/.r( M1- - • ,• • • '� • • •. A IATS"Y' -- 2 J .P 0 .. O r R W,N fm/ a-4i N. w. �^.. FOL x8'0' SPAN QS 08b FM 26'-0' SPAN/ 11 0 (6)14e4e3/8 4ro'-0'0.0 MAX. MATT RO Jo1ST OR 1e0 Q OW1/x'Dx. CONC. roPPRea HDEM OVER 1 /21K II O (N)156.6.1/4.121.0. .� " 0...1 _ .. 1 __,.<°• 0 .Y) (.A_fi 0 (N)1/214«.44'49 1/r 0 EA SEE ! f PRNa 1ir" s"r. a Ba T. SP_ PL Gran WWII m' }} 0 (N>W710.5e34 W/4-3/'r O A32SSE BOLTS 6 .,- ..� .. O 4 � o REINFORCING AT EXISTING STL BM. DETAIL 12 REINFORCING AT EXISTING JOIST GIRDER 2 0 (EHTIONBR.COI0 O BELOSTUI •KNEW Pica 6A6K pTFO (iED)OPp. a.i'C".iO. wE1E Oa&;S EEE PU.N +5tr P 0 (M)L84840/R316111 0(n) SEE PLAN / ' 0 N1151TNDA3/16 EA 9*31 RATS /SPAN" T 1 V - 0 DECOYS NOT SHORN FFORBN. aAJar1' 0 Cr')V ...ti.-. 'li a'�o 0 (N)1/2'.6'.IOR. - _ L. 7 0(N) 4 3/4`. Al BLOIS O (TOW U O 1 4 (N3!^ f)WL S1Ri R✓ o •.. BETWEEN MEM FLOOR STEM lato 0 (Nx•.4.1/4.d-4" 1 r ... ,., ....- 1- / _ -. ...s__.. »..r:...«.»-.._ ��- 0 A - .._. 0 _ __. _. •" 0 00t4.4 3/0 06-13" MAX 1I481 ANSE o08ER , ®owe-o(.seer PL. EA SEE in, - I �, m O r W. , r. 2 'yIFW A -A 0 © u 1 4('r .RNa u NMF .or 51 a FOR u,0ATION5 0 11 I -,-V iII NEW BEAM TO (E) BEAM 13 DETAIL A 1 A . 0 (LFATto. sTL cot. 0 N)34AD1x' PL N I4'-ec • ! 0- ' NDENEll 01.5.IPSr9".NA+ il/ 0 0003.06/ea1610. ( O1 (EhrTa4v m. CO- © N)T51B.1.5/Ie EA DoE F« 40'-0" SPANt'a © 000/0.02- Pt_ tf-68 O (N4)TSti�rS/16 U5"S i0R M-Q` SPAN AT LA. 931E OF COL EXTEND FRRON STAB TO TOP OF MRB.e E FL MITOCCURS SEE AN 0 (E)(NLC CAP a rra.. • 0 M)I/246600-PL. D 00. 07 = BM. SEE PUN pWSTOq ',Vas' A �._._.._ .^.._: / 1 .> sfM. JOST - -- - _. , T---- 11 O N)L4.4.1/4.0'-4' E%l J0151 lion. Y - ..© i i I'./Y.. JI 0 - ^ 1 1 1 43 SOOTHED PL a CUT FX15Y0 0 ((NET.NKA.4 040R12)y'-0' WA. JOST 1NRu ,061 WEER 1 i ` 1 / O . 1 0 01)3/31991 SRF PL EA SIDE E. u ' ., It ii 11 t - - _I , in 2 r O" 0 i 0 Q V1EW A -A . , ,, I _ 4 _ kso ° H WEE 5FE 5T 0 FaR InFADmc E_ �.r It2ff .,T e, G 12 LDf DO6 il_ _ :.: REINFORCING AT EXISTING COL. 14 DETAIL A A 4' 0 ()Owe.. OR 1914. STL eC. 0 (E),I0111 mom _ • 04 (Coro /2TM. CONC. TOPPING _. --. A O 0 0 (ORIC,. OR W140 511 BIL O N)Uri.3/18 BPoOCNOS AT ERpGRq LOCAtION 0.01 I /21N•t 8 CC, r,i.R.eWar. 0 (E 10 BE RENO.m 05 (051L JGr51 SEE PUN ._�I �1 1/2111t. CONC. TOPING 6 1 .e'.OEPTI OF MST ( T I1 '----� OA (E)3 03310 1 /211M. a DECAL 1 M'B . i1 CARDER0 0 M)1/2-nN..r,JP aWRn ANGLE LDWTN e OFP1H OF JOIST ONRDCA �.,L jj 1/.A.l}.._ - A '� O \. Q (OWL .Nosy SEE PLAN ©(B)016O°'Ncs TO ROBIN O7 (N �,tN3 1/4 AT U SEK of rn.ieu. Ar FOP AT e'-o'ac 1 ` \ vier F �f fill dam- Nf RR1 5 , 5 YIEW A -A NFw RFAU TG (F) .I(TIST GIRDER 115 DETAIL 15 GENERAL STRUCTURAL STEEL. 1. NJ. 51RUC11AW. STEEL 514APf.3 A572 N1 MO. FA-60 Alt4NStEWNE0U9 STEEL SHALL 4VNFON TO 4111 SPE4FK'ATONS A36, Fr-30 04 U.N.O. ALL. SIRLFCDRAL AND IASCELL INEOUS STEEL STULL BE FAfRFNED w ACCOROTACE WITH THE AsEc c SPm(ADON0 FOR TINE 0ESWN, FADRICA110N AND ERECTION OF S1RUC10RSTE N E3. FOR 816,23OS. LATEST EDITION. WOW SINOP ORAMNO5 AN0 OB1AN APPROVAL PRIOR. TO FABRICATION. 2. P14'E C011164145 STO L 401400 LR TO MTH A -GRAM, GRAM 0, UNLESS OMEIN44E N01ED ON PUN. ES ]. STEEL TUB&TALL CONFORM TO ASTM A900. GRADE 8, FY•46 N4. 4. BOLTED CONNECTIONS 4E CONFONMG TO ASTM A307 Dom. UNLESS NOTED o1FN0vs0. USE SNORT SLOTTED HOLES 3. ALL STRUCTURAL STEEL 4asACES To 6E WELDED ar MOH - STRENGTH BOLTED, TO BE ENCASED IN CONCRETE TO RECEIVE SPRAY -APPLIED FSEPR00EII(Q, OR TO SE ENCLOSED BY FINISHNATURALS SH41 SE LEFT UNPMEITO. e. ALL SRUCIRN. STEEL EXPOSED To WARIER SKILL BE HOT OP WTI MO TOUGHED 1P MON0NO2F0 PANT AfTEA ERECTION 7. WELD INSPECTION SEAL EE,1, WEST IN CLWPIUNCE MM Mel 01EST EDITION. ALL CONAFTE PENETRATTCN'WEELDS 044uL SE TESTED UIRAenrA1NY B. ELECTRODES: LAMEST Lamm OF TAMS AN34, 4ECRIA 63 EO ITCSP10004An FOR ELECTRUIREMOITS ODES AS IJ51E0 HE0E0e A. SPAN A3.1 OR A3.6 E7001 La N10ROa). 0. SAW A5.17 0R A333 E10-000L C. GNAW AS.11 OR A338 Egos-%. D. FCAF A5.20 OR A5.2B ETAT-% 8.,CULVERTHE R0110 0* s EDOS FAB04A18R 6 0681E D F10 ta. SOP WADSS MUST SOP. 8C PFJFN 00 TN A MAWFR CRY CR U 065 LICENSED FABRIIL FIELD Wal%NO TO OE DONE BY WELDERS CERIFE0 ST THE Cu w* Orr oR u OBS FOAR S4R4CMw. STEEL. (%NIRWLR5 INSPECTION BY A LJLENSED DEPUTY INSPECTOR 6 REDUREO. INSPECTION 1. 0ENERA1 INSPECTION: 8Y 19UED040 arF4CML AS PER IBC SECTION 109. 2, SPECIAL INSPECTOR PER CSC SECTIONS 1704 a 1707 Aline a selaIs9u tcs EE DE ser M JHSP.EN7_00. A warn. INSPECTION SHOAL BE PERFORMED 6Y A REOISIENED 5Purr INSPECTOR, 0. DE SPECL•L INSPECTOR 4au 089RVE THE VOWDEAF ON FOR w405 CONFOSPECIFICATIONS. C. THE SPECIAL INSPECTOR 4wNOON OONN 6SPEC110N REPORTS To RR axD.e M ° ENGINEER 0R AR0Fr(C0 OF RECORD, 44 MITER PERSONS. Au. 06CRO N+4E5 SHALL DE BROUGHT TO DE ewlEDart AITEMION OF THE CONTRACTOR FOP CORRECTION, ME74, F UNCORRECTED, TO THE PROPER RUINAJ/TMOPoN' THE TO IElmo*, OTICML. O, DE SPECIAL otsPer OR MALL SURTO A root. STONED R0'ORT STATING WHLIht4 THE WON( REOAFMMi 5PECW. IISPECTON WAS. TO THE WIT CF ME wS SPECTOH' KNOMFD0E. N CIEORMAHCE Tani THE MPRO ED PIM45 MO MO THAPPUCABLE PRONS404n OFT ONS 11E C RRENT BLAMO CODE WORKILIANNIP 3. w5PEa0R'S REPORTS NEED TO A4ON58 ME BLTILINO ANY Rs4PEPANCIE0 ANT, TO BE'RE COON REI01Ita IS TO BE Ya. 9443TN 34 300%C1100 0R OROT. NINA INSPECTOR'S EWRING DAILY LOOS D D ON SITE FOR RENEW BY ME CITY *N4PE0T0T 4. CONTRACTORS EESPONIk5GIf3E FOR ENE CONSTRUCTION O A AMC ON SE/SNO FORCE 10.S1Sr160 sv. 5000PONENT A /MLMMTV) IN THE EM 'STATEMENT or qOF5pSSpPOENNCgIABLLq RINySPEEC1MR• p;uiECrpAS N p�rR �p COMW=ICENENT T e T� 4KH S4STEL 4R � 40 5EC1 e. CON.NUWS SPE4fAt INSPECTION es A NEasTEREU O'.023 INSPECTOR IS ROOMED FOR FIELD RELOAD, CONOETE STRENOM E 2606PSL NIGH SEVENQTN BOLTING. [ WNING.�. pC. A5 4A4MARDE0 N THE MILORD TABLE. AL STAL INSPECTIONS BIIF.UARY Of THE SPECSTRUCTURAL (44 , ., maw. DOr0[R[yPEIa( of 501L'CM1RML 51/Il -- 404. a.A A TRIM II@.,]23 T wry: E 11 P R 04 LE< DEN 14.3 STRucl1JIAt ROOM CT n9* STRucSELL ONR1H. 4GE,JrWOOr' 1"` ,� __ TER DC Don. ITV,r NON N STRE'J46M BOON calm ITEM NEP CMIO3 -" 1E9 POI AK SECTOR'7049 D(SU =5 N 6 ,7044 1L3 -- NA MC 1C41. 17GA3 NOTES GENERAL I. ILL 4AILRULS 46'l 'MOR104ANSNp Sou. 00042-0f81 TO 2000 B.C. 2. DURNO TIE CONSTRUCTION PER100 114E CONTRACTOR DWI BE RESPONSIBLE FOR THE SN'El5 OF TIN OUt1ENO. THE CONTRACTOR SHALL FR04DE ADEQUATE 44Ta4n, BRACING AMO am IN AC4ORMNHAI CE BETH Awon., STATE NO LOOM_ SAFETY ORDINANCE ANY DENA1101 MUST BE APPROVED PROM To ERECTION. 3. ALL OTE011O1 PROCEDURES SNAIL CONFORM TO OSHA STANDARDS. ANY DENA.1%N MUST OE N91RFNE0 DT COIN PRIOR TO ERECTION. 4. THE CONTRACTOR MALL OE SOLELY RESPONS4IE FOR ALL POMPONPROCEDURE0 waa0w0 WOK, 4wRNO AND PROTECTION Of A4346 Orr PROPERTY. STRUCTURES. na.:.IS ANo LOCAL SAFETY DRDPUNCE5. 5. THE CONI1ACIDR 44A., BE RFSPOH481.E FOR C00RON4TIN3 THE WORK OF ALL 1RAOES NO 4L•LL CNECK ALL DO*6g05..41 0SODPAAu�s SHALL BE CALLED TO THE ATTENTION OF DE MCIM1f.Cr AND BE 0ESOLYE0 BEFORE PROCFEWFO WN ME WORN. 6. SHOP MARK%GS REWIRED 8r 13E SPEOTKATION DUEL BE 5U0111T1ED TO THE EN0wEEH FOR REVEN. 00 NOT F18RicATE meal To. APPRwN. CF SLOP GRAMNG3 7, OUMNG0 aICA ®E GENERAL AND TAMEN. OE1NL5 OF Cars1RUCTION, MERE CONDOMS ARE NOT SPECIFIC-61T BOOMAR ED BUT E OF Su.M NYIIRI0TED TO DETAILS SHORN NAIAD4ro.[CMS OF 0045 01RUCRDN.ON 41 BE USED %ABJECT TO RESTER BY DC ENGINEER. 8. AL DETAILS DESIGNATED M STANDARD OR TYPICAL 49LL OCCUR a11IN AD0N TO ANY OTHER SPECIFIC OLLED 0U. 9. All NfORWTION SHORN ON THE DROOLS MAIM ID EXISTING CONDITIONS IS ONE3N M DE PRESENT 4w0wuWHOLE(0GE, 0)WHOLE(GUARANTEE DE ACCUR•C0. MERE ACTUAL CONOIIONS CORFIXT WM ME. gan4Nos, THEY SHALL BE RD'OR1C0 TO 1TE JNO6TE0T SO THAT TIE PROPER RE!MIONS MAY BE MADE 800EE'AD0N OFTAI DETAILS Of CONSTRUCTION SHALL NOT * woe Mn0U1 RAMER 440140 YN. OF TIE D3OWER. ID. AFtltltEC10NPLEAS L PLARE CONSOEED A PART 0f TIE 51M1CNRl1 DE5GN OMWN05 NEC ARE 10 TIE OSLO 10 0Ef%E DEUR. GON6 NEG. BUT NOT u COr4uoATCUADrrt0 T0. ROATR[ 104014N 4p1BERS, O.EVAT%NS. LOCATION DE ALL °TOMS, ETC. 11. GENERAL CONTRACTOR AID SLR -CONTACTOR SINE AYY3 ALL *HOP ORAMFWS FOR COMPLETENESS A4O CoUMCI TO STRUCTURAL DRAWINGS. AIFN DURATION ON SHOP CROWDS FROM STRUCTURAL DRAWINGS AND OR714, CONTRACTOR MUST CLEARLY RAO AND MUST 101E DEVIATION AS1 MARE WRITTEN REOUES1 FOR AAY MOOF1CA1ION4 SY SRETCN TO STRUCTURAL DORM MR APPROVAL NI 46OFMA1TONS MUST OE PRE-APPOORD MIME SNOT ONAATN05 ARC PROCEsse= NNO FUR, APPO00AE Af1ER REEIEO 00 SHOP ORAIHN00. cesium LOADS A MONO 0E4014 DATA I. 00100 WIND SPEED (3 scow OAST) v.-15 API 2. WIND NPORIANCE FACTOR I. • L0 3. WIND EXPOSURE 4, OCCUPANCY CATEGORY (TAME t604.3) E 5. DETERMINATION or RIND LOAD USE 4ETN00 1 - S*PLPIED PROCED RE PER F31P4TR OF AXE 7-05 (ROOF HEEO HEIGHTS YL OR LESS MAN 60') B. EARTNOTJAPE DE4ON au I. SE15NO INFORRA4(0 FACTOR SEISMIC USE OCCUPANCY CA1ECOh' 2. MAPPED SPECTRAL RESPONSE N;4aERA0ON I•I0 54- 1.42e S,-0.418 S.A. 0455 S.• 0.181 6. SEISIBC OFSIOH CA1Ea0RY(TABLE 6. ,BAIED � TPROL.RE USED: tOLAVA4 NT LATERAL FORCE wears C. FLOOR UK LOADS (Ai1M r%a 0DOQ 1ST FLOOR 7 PEOU0BLE UPPER FLOORS PTF U1000430 a4 CORRIDOR NO MOOT 100 PST STABS AND OIS 100 MS D. ROOF LIE LOAD 23 P5F SR44mL0A0 NOTES. 1. 511RU410RN SPECIAL INSPECTIONS BY OINJEID SPECIAL INSPECTORS SHOULD BE 1Ro4OD PER ac SECTION 170. 410 1707. THE F0LOANO 6 A 99144* : e. FABRICATION AND ERECTION a RU STCTUN STEEL PERIO0C: SEE ALSO SECTON 17043. e. 51RUC1U1W. WELTING OFUU SERIN:TL StEIL TOR SINGLE-PASS FILET WD5 (MAXIMUM 3/18'p PEtaoOC: SEE ALSO SECTION 1704.3. STMJCR104. 9a402 OF StRUCluRN. HEEL OTHER TITAN SINGLE -PASS FILET W(u 9]DS AaLuu 3/161'}, MEEM APPI.OARE: OON0Nu0S: SEE N-60 SECTON 1704.3. a. NI04-SDREr4a211 BO.1TN0 OF S0BUCSLPJL STEEL OTHER DUN SUP-CROON,PE8Iw4c: SCE Aso SECTION 1704.3. E. 1694-NRIENA IH 8aTN0 OF STRUCTURAL STEEL SLIP -DAIMON.. NACRE AJNSI1: 184 CONTINUOUS; SEE ALSO IBC SECTION 1704.3, SECTION415.4 CC NA Sc30J-05 O MCB SE 93. 3. SITE CUM 4. SPECTRAL. RESPONSE COEFFICIENTS )1 NOTES' 1. EO51140 CUR.+R.IL STREWTH Ma OMDE OEMS, 4M ON DUDE. NO 14.E CMS ME fe-4000 P4 025 DAYS festI etd SOUT[ [CENTER MALL RENOVATION A 9A592 WESTFIELD DESIGN do CONSTRUCTION 11601 6124004,e 80alevord. 12th Flow Lae Anodes, C0i(0rnia 90025-1748 1eepnone 310 478 4456 Facsimile 310 478 4468 x.e qC1 LAIN �.rgwY�t:N�. nbN .l Aai%sRiF`F rir.wa raLHN:a Wean u RNN%.TA F,W WO pwWN Wurw NEaWWN. Registration No. Consultants. ANP a A550CIA TES TH. IWA44.a1u [woo FAMVd1W1 4.)) JOBE 29930 9AW TR.44A«..RNR. IIR.9144.0N.cA4aN Approvals / Phase: 2ND FLOOR LIVE LOAD UPGRADE AT EXISTING MERVYNS FOR WESTFiELD SOUTHCENTER MALL RENOVATION I I-25-2009 Fie)' Pan. No. Dy. Dote Revision A A A A A 0 Sheet Title GENERAL NOTES + STRUCTURAL DETAILS Jab No. m Date 0}co-06 ST1 DTL 09/94 SOFFII JOISTS RE1 e/34.1 REFER !DETAIL DOUBLE1 enf.7 DETAIL 4/54 Page 6 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: VVR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com DESIGN CRITERIA Gravity Loads Floor Loads: Location: Flooring: (if any) Existing Dead Load : Decking: Framing Members: Ceiling: Sprinklers: M.E.P. Miscellaneous: Total Dead Load: Note: All elements will not be present on each project. Delete elements that do not occur. Wood Brunswick Floor Floor 5 psf 75 psf See Attached Sheet 75 psf 62 psf 3 psf 2 psf 5 psf 90 psf 137 psf Live Load (per building code): 75 psf At Bowling Areas 75 psf Materials: Note: All materials may not be present in project Structural Steel: 50 ksi Wood Members: Studs SP#2 Beams SP#2 Posts SP#2 Steel Stud Members: Studs Tracks Unistrut Members 3 5/8"x 18GA,4"X18GA,6"X16GA 3 5/8"x 18GA,4"X18GA,6"X16GA P1000 P1001 Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com JOB NO. SHEET NO Page 7 bp 6 PROJECT COMPUTED BY DATE CHECKED BY DATE SUBJECT Conls fl) Structures America innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SA1-Erkrg.com JOB NO. SHEET NO PROJECT COMPUTED BY DATE CHECKED BY DATE SUBJECT I r' Pa trj:4 of 116 1.411-14 0" 'rid e'r _ -r( LL fT ) " rs -1.1tfre-'Ej b Itt)f. c) Pt( ccaAfor r 1 tz".t • ; f r (", -7 131-) CY' Itj(i ( "qs FJ-2 ti v `, W33x118`, (VI W24 s P `1 c)c r1 C FJ-1 r.1 40G 7N 18.0K Cr; c 40G 7N 20.2K�i 9=J- pa e r�. 40G 7N 17.8K' ( W24x68 co 1 3 00 5-g46a (.4 36G 5N 19.7K two NI"; cc) eel FJ-9 W27x84 TYP. ft M G 5N"4/ 1.4K TS5x5x1 4 3 rn 7 EQ}i SPACES 16 k 0(( ` �� o ( <-" ra _, :4 x `-' 40G 7N 20.2K Y M M 5 EQ;• SPACESk. t„1:\ 5 S400 W27x84 ijl 32-n.Ll-‹hiil 11 Ii cc) 5 EQ. SPACES 36G 5N 19.7K cx 135 0 CS FJ-6 SP 2. 30x173 0 '-41/2" I E71 cc to r'7 03 3 10 S400 W30x116 �- FJ-6� 4 EQ cf1 SPACES EQ N 3 u- to x 3 EQ it a) I= co x W14x2: N 3 S40C a. _ 2n N X Z M} w N r•r) NT. PL. SIM. W E)W33x11 TYP. cJ 8 ") (HSSL)400 7N 18.c K (N)HISS186x3/8, C=1 ,,Q t i'a (°tre/( • 0 N t) LJ W24x76 (5 /2.3F -t i LL / 00 Ld GG 16)151. 7+ , C= 1 /2" N 1SS114x6x5/16, C=1 /2" � � t�=61( It `� 3 WT9x38 A �t BO1T RANG +3/i3"CONT. PL. ([)W27x9• --- — (E)Wt24x68 SC) CV (N)HS 1} (N)kSS14x6x•/16, C= 1 /2" J0 ►S T 6(P,C,t 0 7 HS$14x6 x /16{0C () (N1l-isS14xsx5/18. (F)(flx 1 7 3 r' W30x116 N 0 1t L N �(E)W14x22 1' h(E)W6x20 2 1y>1 (E)W6x20 • 1 f (E)W6x2 0 -; in L LC) x x d- '(E)W Ox 1 16 4 (E)W6x20 (E)W6x20 (E)W6x20 (E)W6x20 (E)W6x20 (E)W6x2 Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone e : (405) 285-5511 Fax : (405) 285-5534 www,SAI•Enrg,com JOB NO. If 2- SHEET NO.- P 01116 PROJECT OokI 0 - - : et. r636) COMPUTED BY DATE. CHECKED BY DATE SUBJECT Ll V� Lan fi 1'-c c coo 1 �1 Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SAI-Enrg.com JOB NO. " , SHEET NO. Page bp 116 PROJECT - nCk )At' _ '` 0 1-t .5 17'T't " • COMPUTED BY V 1 Vt k DATE CHECKED BY DATE SUBJECT 3 f1 ES, 6,N finq.ci eN) r TettProject Ted S Round 1 Bowling -Seattle Job Rptage 13 of 116 14032 Section Beam 2_W33x118- 40' Capacity Check- OK Sheet no./rev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method kip_ft 932.215 932.2 ft l 40A 1 Tedds calculation version 3.0.08 Load Envelope - Combination 1 Bending Moment Envelope kips 93.2 93.222 — 0.0 — Shear Force Envelope -93.222 — ft i 40 A 1 B Support conditions Support A Support B Applied loading Beam loads Load combinations Load combination 1 Vertically restrained Rotationally free Vertically restrained Rotationally free D+L - Live full UDL 4.543 kips/ft Dead self weight of beam x 1 Support A Span 1 Dead x 1.00 Live x 1.00 Dead x 1.00 -93.2 5 Te Project Round 1Gowling-Seattle Job RPfage 14 of 116 14032 Section Beam 2_W33x118- 40' Capacity Check- OK Sheet no./rev. 2 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum moment span 1 segment 4 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Maximum shear span 1 segment 4 Deflection segment 5 Maximum reaction at support A Unfactored dead Toad reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead Toad reaction at support B Unfactored live load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Support B Mmax = 932.2 kips_ft Mst_segi_max = 699.2 kips_ft Mst_seg2_max = 932.2 kips_ft Mst_sa93_max = 932.2 kips_ft Mst seg4_max = 699.2 kips_ft Vmax = 93.2 kips Vs1_segt_max = 93.2 kips Vs1 seg2_max = 46.6 kips Vs1_seg3_max = 0 kips Vs1_seg4_max = 0 kips &max = 1.6 in RA_max = 93.2 kips RA_Dead = 2.4 kips RA _Live = 90.9 kips RB_max = 93.2 kips RB_Dead = 2.4 kips RB_Lira = 90.9 kips W 33x118 (AISC 14th Edn 2010) A992 Fy = 50 ksi F„ = 65 ksi E = 29000 ksi kT V 11.5'► 4ty = 1.67 Live x 1.00 Dead x 1.00 Live x 1.00 Morin = 0 kips_ft Ms1_segl_min = 0 kips_ft Ms1_segz_min = 0 kips_ft Ms1_seg3_min = 0 kips_ft Ms1_seg4_min = 0 kips_ft Vmin = -93.2 kips Vst_segt_min = 0 kips Vs1_seg2_min = 0 kips Vs1_seg3_min = -46.6 kips Vs1_seg4_min = -93.2 kips Benin=0in RA_min = 93.2 kips Re_min = 93.2 kips • Tledds Project Round 1 Bowling -Seattle Job RPtage 15 of 116 14032 Section Beam 2 W33x118- 40' Capacity Check- OK Sheet no./rev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factor for tensile rupture Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S2tr = 2.00 S2c=1.67 fib = 1.67 S2v = 1.67 Span 1 has lateral bracing at supports plus quarter points Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio br / (2 x tr) = 7.77 Limiting ratio for compact section XaR = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section iurr = 1.0 x 4[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio Limiting ratio for compact section Limiting ratio for non -compact section Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-3 Nominal shear strength - eq G2-1 Allowable shear strength (d-2xk)/tW=54.58 Xpwr = 3.76 x'1[E / Fy] = 90.55 X,Nf = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Vr = max(abs(Vmax), abs(Vmin)) = 93.222 kips AW=dxtt=18.095in2 k„=5 Cv = 1.000 Vn = 0.6 x Fy x Aw x Cv = 542.850 kips Vc = Vn / fiv = 325.060 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2 - Chapter F Required flexural strength Mr = max(abs(Msl_seg2_max), abs(Ms1_seg2 min)) = 932.215 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyia = Mp = Fy x Zx = 1729.167 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = Ls1_seg2 = 120 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 4[E / Fy] = 98.336 in Distance between flange centroids ho = d - tf = 32.16 in c=1 ns='1['(IyxCw)/Sx]=2.893in Limiting unbraced length for inelastic LTB - eq F2-6 Lr=1.95xrrsxE/(0.7xFy)x%l(Jxc/(Sxxho))xJ[1+J(1+6.76x(0.7xFyxSxxh0/(ExJxc))2)]=281.67in Cross-section mono -symmetry parameter Moment at quarter point of segment Moment at center -line of segment Moment at three quarter point of segment Maximum moment in segment Rm = 1.000 MA = 801.123 kips_ft Me = 873.952 kips_ft Mc = 917.649 kips_ft Mabs = 932.215 kips_ft Te�OS Project Round 1 Bowling -Seattle Job RPfage 16 of 116 14032 Section Beam 2_W33x118- 40' Capacity Check- OK Sheet noJrev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Mans x Rm / [2.5 X Mabs + 3 X MA + 4 x MB + 3 x Mcj) = 1.061 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnttb = Cb x [Mp - (Mp - 0.7 x Fy X Sx) x (Lb - Lp) / (Lr - Lp)] = 1749.145 kips_ft Mn = min(Mnyid, Mnttb) = 1729.167 kips_ft Allowable flexural strength Mc = Mn / S2b = 1035.429 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Nominal flexural strength Design of members for vertical deflection Consider deflection due to dead and live Toads Limiting deflection Maximum deflection span 1 Slim = Lsi / 250 = 1.92 in 8 = max(abs(8max), abs(&nin)) = 1.569 in PASS - Maximum deflection does not exceed deflection limit • Tedds Project Round 1 Bowling -Seattle Job RPfage 17 of 116 14032 Section Beam 3_W24x76- 28' Capacity Check- OK Sheet no./rev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method kip ft 0.0 417.110 Tedds calculation version 3.0.08 Load Envelope - Combination 1 Bending Moment Envelope 417.1 f t p 28 A 1 B kips 59.6 59.587 0.0 -59.587 f A Support conditions Support A Support B Applied loading Beam Toads Load combinations Load combination 1 Shear Force Envelope 28 Vertically restrained Rotationally free Vertically restrained Rotationally free D+L - Live full UDL 4.18 kips/ft Dead self weight of beam x 1 Support A Span 1 Dead x 1.00 Live x 1.00 Dead x 1.00 -59.6 B Tot�� Project Round 1 Bowling -Seattle Job Rptage 18 of 116 14032 Section Beam 3_W24x76- 28' Capacity Check- OK Sheet no./rev. 2 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum moment span 1 segment 4 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Maximum shear span 1 segment 4 Deflection segment 5 Maximum reaction at support A Unfactored dead Toad reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live Toad reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Support B Mmax = 417.1 kips_ft Ms1_segt_max = 312.8 kips_ft Ms1_seg2_max = 417.1 kips_ft Ms1_seg3_max = 417.1 kips_ft Ms1_seg4_max = 312.8 kips_ft Vmax = 59.6 kips Vs1_segl_max = 59.6 kips Vst_seg2_max = 29.8 kips Vs1_seg3_max = 0 kips Vs1 seg4_max = 0 kips max = 1 in RA max = 59.6 kips RA_Dead = 1.1 kips RA Live = 58.5 kips RB_max = 59.6 kips RB_Dead = 1.1 kips RB_Lrye = 58.5 kips W 24x76 (AISC 14th Edn 2010) A992 Fy = 50 ksi F„=65ksi E = 29000 ksi T Shy = 1.67 Live x 1.00 Dead x 1.00 Live x 1.00 Mmin = 0 kips_ft Ms1_segl_min = 0 kips_ft Ms1_seg2_min = 0 kips_ft Ms1_seg3_min = 0 kips_ft Ms1_seg4_min = 0 kips_ft Win = -59.6 kips Vs1_segl_min = 0 kips Vs1_seg2_min = 0 kips Vs1_seg3_min = -29.8 kips Vs1_seg4_min = -59.6 kips 8min = 0 in RA min = 59.6 kips Rs_min = 59.6 kips { Tedds ProjectJob Round 1 Bowling -Seattle F%ge 19 of 116 14032 Section Beam 3_W24x76- 28' Capacity Check- OK Sheet no./rev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factor for tensile rupture Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S�tr = 2.00 = 1.67 Szb = 1.67 SZv = 1.50 Span 1 has lateral bracing at supports plus quarter points Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio bf / (2 x tf) = 6.61 Limiting ratio for compact section %pff = 0.38 x 'I[E / Fy] = 9.15 Limiting ratio for non -compact section 7kff = 1.0 x I[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio (d - 2 x k) / tw = 48.95 Limiting ratio for compact section Aim = 3.76 x 4[E / Fy] = 90.55 Limiting ratio for non -compact section = 5.70 x 'I[E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength Vr = max(abs(Vmsx), abs(Vmin)) = 59.587 kips Aw = d x tw = 10.516 in2 kv = 5 Cy = 1.000 Vn=0.6xFyxAwxCv=315.480kips Vc = Vn / S2v = 210.320 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2 - Chapter F Required flexural strength Mr = max(abs(Ms1_segz_mex), abS(Msi_seg2_min)) = 417.11 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyia = Mp = Fy x Zx = 833.333 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = Ls1_se92 = 84 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x -NI[E / Fy] = 81.382 in Distance between flange centroids ha = d - tf = 23.22 in c=1 rts='I['I(IyxCw)/Sx]=2.332in Limiting unbraced length for inelastic LTB - eq F2-6 Lr=1.95xrtsxE/(0.7xFy)xsI(Jxc/(Sxxho))x J[1 +'I(1+6.76x(0.7xFyxSxxho/(ExJxc))2)]=234.116in Cross-section mono -symmetry parameter Moment at quarter point of segment Moment at center -line of segment Moment at three quarter point of segment Maximum moment in segment Rm = 1.000 MA = 358.454 kips_ft Me = 391.040 kips_ft Mc = 410.592 kips_ft Mabs = 417.110 kips_ft Tedds' Project Round 1 Bowling -Seattle Job Rpfege 20 of 116 14032 Section Beam 3_W24x76- 28' Capacity Check- OK Sheet no./rev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Maas x Rm / [2.5 x Mabs + 3 x MA + 4 x Me + 3 x Mc]) = 1.061 Nominal flexural strength for lateral torsional buckling - eq F2-2 MnMb = Cb x [Mp - (Mp - 0.7 x Fy x Sx) x (Lb - Lp) / (Lr - Lp)] = 878.353 kips_ft Mn = min(Mnyka, Mnitb) = 833.333 kips_ft Allowable flexural strength Mc = Mn / Sib = 499.002 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Nominal flexural strength Design of members for vertical deflection Consider deflection due to dead and live loads Limiting deflection Maximum deflection span 1 5bm = Lai / 250 = 1.344 in 5 = max(abs(5max), abs(5mm)) = 0.967 in PASS - Maximum deflection does not exceed deflection limit t Structures Innn 2240 6 ring P JOB , L035 SHEET. PROJECT COMPUTED BY , r CHECKED BY SUBJECT Page?f 116 17 ; -73.256 Support conditions Support A Support B Applied loading Beam loads TeO�S Prot Round 1 Bowling -Seattle Job Rpfage 22 of 116 7 14032 Section Beam 4_W30x116- 30.2' Capacity Check- OK Sheet no./rev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method Tedds calculation version 3.0.08 Load Envelope - CombinaUon 1 38.700 i I 1 1 0.0 n Ai ft I 30.2 I A 1 B kip ft 0.0 758.600 Bending Moment Envelope 2.5 741.4 758.6 ft I 30.2 A 1 B kips 86.2 86.199 0.011 Shear Force Envelope 46.2 f I 30.2 A 1 Vertically restrained Rotationally free Vertically restrained Rotationally free L4 - Live point load 19 kips at 268.80 in L3 - Live point load 42.8 kips at 201.60 in L2 - Live point load 42.8 kips at 134.40 in L5 - Live point load 12.64 kips at 302.40 in L1 - Live point load 38.7 kips at 67.20 in Dead self weight of beam x 1 -73.3 B Ted OS Project Round 1 Bowling -Seattle Job RPtage 23 of 116 14032 Section Beam 4_W30x116- 30.2' Capacity Check- OK Sheet no./rev. 2 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Load combinations Load combination 1 Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Deflection segment 4 Maximum reaction at support A Unfactored dead Toad reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Support A Span 1 Support B Mmax = 758.6 kips_ft Ms,_seg,_max = 689 kips_ft Ms, seg2_max = 758.6 kips_ft Ms,_seg3_max = 624.4 kips_ft Vmax = 86.2 kips Vs,_segl_max = 86.2 kips Vs,_seg2_max = 46.3 kips Vs,_seg3_max = 0 kips max = 0.9 in RA_max = 86.2 kips RA_Dead = 1.8 kips RA_Live = 84.4 kips RB_max = 73.3 kips RB_Desa = 1.8 kips RB_LNe = 71.5 kips W 30x116 (AISC 14th Edn 2010) A992 Fy = 50 ksi F„ = 65 ksi E = 29000 ksi T � T --to.5'---01 Dead x 1.00 Live x 1.00 Dead x 1.00 Live x 1.00 Dead x 1.00 Live x 1.00 Mmin = 0 kips_ft Ms1_seg,_min = 0 kips_ft Ms, seg2 min = 0 kips_ft Ms1_seg3_min = 0 kips_ft Vmin = -73.3 kips Vs1 seg,_min = 0 kips Vs1_seg2_min = -40.4 kips Vs1_seg3_min = -73.3 kips 8min = 0 in RA_min = 86.2 kips RB_min = 73.3 kips Telt Project Round 1 Bowling -Seattle Job RPfage 24 of 116 . 14032 Section Beam 4_W30x116- 30.2' Capacity Check- OK Sheet no./rev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factors Safety factor for tensile yielding Safety factor for tensile rupture Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S2ry = 1.67 S2v = 2.00 S2c = 1.67 S2b = 1.67 S2v = 1.50 Span 1 has lateral bracing at supports plus third points Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio br/ (2 x tr) = 6.18 Limiting ratio for compact section Xpn = 0.38 x I[E / Fy] = 9.15 Limiting ratio for non -compact section Xnr = 1.0 x I[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio Limiting ratio for compact section Limiting ratio for non -compact section Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength (d-2xk)/tw=47.79 Xpwr=3.76X4[E/Fy] =90.55 Xnvr = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Vr = max(abs(Vmex), abs(Vmin)) = 86.199 kips Aw=dxtw=16.95in2 kv = 5 Cv = 1.000 Vn = 0.6 x FyxAwxCv= 508.500 kips Vo = Vn / Dv = 339.000 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2 - Chapter F Required flexural strength Mr = max(abs(Ms1_ 2_mex), abs(Ms1_ 2 min)) = 758.6 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyid = Mp = Fy x Zx = 1575 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = Lg1 se92 = 120.8 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x J[E / Fy] = 92.826 in Distance between flange centroids ho = d - tr = 29.15 in c=1 r1�=4[4(IyxCw)/Sx]=2.697in Limiting unbraced length for inelastic LTB - eq F2-6 Lr=1.95xrrsxE/(0.7xFy) xxc/(Sxxho))x+J(1+6.76x(0.7xFyxSxxho/(ExJxc))2)]=271.367in Cross-section mono -symmetry parameter Moment at quarter point of segment Moment at center -line of segment Moment at three quarter point of segment Rm = 1.000 MA = 745.995 kips_ft Me = 753.767 kips_ft Mc = 725.849 kips_ft ' llProtect TeOOS Round 1Gowling-Seattle Job RPtage 25 of 116 14032 Section Beam 4_W30x116- 30.2' Capacity Check- OK Sheet no./rev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Maximum moment in segment Mabs = 758.600 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Mabs x Rm / [2.5 x Mabs + 3 x MA + 4 x MB + 3 x Mc]) = 1.017 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mitt = Cb x [Mp - (Mp - 0.7 x Fy X Sx) x (Lb - Lb) / (Lr - Lp)] = 1503.211 kips_ft Mn = min(Mnyld, Mnitb) = 1503.211 kips_ft Allowable flexural strength Mc = Mn / S2b = 900.126 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Nominal flexural strength Design of members for vertical deflection Consider deflection due to dead and live loads Limiting deflection Maximum deflection span 1 &im= Lai /250=1.45in S = max(abs(&nax), abs(& 1n)) = 0.854 in PASS - Maximum deflection does not exceed deflection limit 0 Tedds"Round Project 1 Bowling -Seattle lob RPtege 26 of 116 14032 Section Beam 5_W30x132- 22.5' Capacity Check- OK Sheet no./rev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method Tedds calculation version 3.0.08 Load Envelope -Combination 1 34.500 0.0 o d ft I 22.5 A 1 kip_ft 0.0 -57.485 Support conditions Support A Support B Applied loading Beam Toads 427.7951 kips 56.185 Bending Moment Envelope 5.5 427.8 ft I 22.5 A 1 B 56.2 55.4 0.01, Shear Force Envelope 20.2 -57.5 ft I 22.5 A 1 B Vertically restrained Rotationally free Vertically restrained Rotationally free L3 - Live point load 38.1 kips at 201.60 in L2 - Live point load 38.1 kips at 134.40 in L1 - Live point load 34.5 kips at 67.20 in Dead self weight of beam x 1 Load combinations Load combination 1 Support A Dead x 1.00 ' Te�OS Protect Round 1 Bowling -Seattle Job Riage 27 of 116 14032 Section Beam 5_W30x132- 22.5' Capacity Check- OK Sheet no./rev. 2 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Deflection segment 3 Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Safety factor for tensile rupture Safety factor for compression Span 1 Support B Mmax = 427.8 kips_ft Msl_segl_max = 427.8 kips_ft Ms1_seg2_max = 426.9 kips_ft Vmax = 56.2 kips Vsl segl_max = 56.2 kips Vs1_seg2_max = 0 kips max = 0.2 in RA_max = 56.2 kips RA_Dead = 1.5 kips RA_Live = 54.7 kips RA_max = 57.5 kips RB_Dead = 1.5 kips RB_Live = 56 kips W 30x132 (AISC 14th Edn 2010) A992 Fy = 50 ksi F„ = 65 ksi E = 29000 ksi T � T k 1 14-10.5"-41 Shy = 1.67 S2v = 2.00 f2� = 1.67 Live x 1.00 Dead x 1.00 Live x 1.00 Dead x 1.00 Live x 1.00 Mmin = 0 kips_ft Msl_segl min = 0 kips_ft Ms1_seg2_min = 0 kips_ft Vmin = -57.5 kips Vsl_segl_min = -17.9 kips Vsl_seg2_min = -57.5 kips &in = 0 in RA_min = 56.2 kips Rs_min = 57.5 kips • Te005 Project Round 1 Bowling -Seattle Job Wage 28 of 116 14032 Section Beam 5_W30x132- 22.5' Capacity Check- OK Sheet no./rev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factor for flexure Safety factor for shear Lateral bracing S2b=1.67 S2v = 1.50 Span 1 has lateral bracing at supports plus midspan Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio bf / (2 x tf) = 5.25 Limiting ratio for compact section A.pfr = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section Xrr = 1.0 x 4[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio (d - 2 x k) / tw = 43.90 Limiting ratio for compact section Aim = 3.76 x 4[E / Fy] = 90.55 Limiting ratio for non -compact section 76,wf = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength Vr = max(abs(Vmax), abs(Vmin)) = 57.485 kips Aw=dxtw=18.635in2 kv = 5 Cv = 1.000 Vn=0.6xFyxAwxC„=559.035kips Vs = Vn / S2v = 372.690 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 1 - Chapter F Required flexural strength Mr = max(abs(Msf_segi_max), abs(Msi_segt m;n)) = 427.795 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Lateral -torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Mnyii = Mp = Fy x Zx = 1820.833 kips_ft Lb = Ls1_segl = 135 in Lp=1.76xryx4l[E/Fy] =95.369in ho=d-tf=29.3in c=1 its = NIN(Iy x Cw) / Ss] = 2.749 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr=1.95xrtsxE/(0.7xFy) x-I(Jxc/(Ss xha))x I[1+4(1+6.76x(0.7xFyxSsxho/(ExJxc))2)]=285.488in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 157.499 kips_ft Moment at center -line of segment MB = 313.091 kips_ft Moment at three quarter point of segment Mc = 371.470 kips_ft Maximum moment in segment Mabs = 427.795 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Mabs X Rm / [2.5 x Mabs + 3 x MA + 4 x MB + 3 x Mc]) = 1.368 Nominal flexural strength Allowable flexural strength Design of members for vertical deflection Consider deflection due to dead and live Toads Limiting deflection Maximum deflection span 1 TeltProject Te0a5 Round 1 Bowling -Seattle Job Rage 29 of 116 14032 Section Beam 5_W30x132- 22.5' Capacity Check- OK Sheet no./rev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnlib = Cb x [Mp - (Mp - 0.7 x Fy X Sx) X (Lb - Lp) / (Lr - Lp)] = 2287.83 kips_ft Mn = min(Mnyld, Mnitb) = 1820.833 kips_ft Mc = Mn / (b = 1090.319 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Slim = Lni / 250 = 1.08 in S = max(abs(Smax), abs(Smin)) = 0.221 in PASS - Maximum deflection does not exceed deflection limit Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond. OK 73013 Phone : (405) 285-5511 Pax (405) 285-5534 www.SA1-Enrg.com JOB NO. PROJECT COMPUTED BY► CHECKED BY SUBJECT B.Pt SHEET NPage f 116t7,_.�... ,,�- DATE DATE lU 0 Tedds' Project Round 1Bowling-Seattle Job image 31 of 116 14032 Section Beam 6_W24x68- 20.3' Capac'ty Check- OK Sheet no./rev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method 4.398 0.0 ft A kip ft 0.0 — 226.567 Tedds calculation version 3.0.08 Load Envelope - Combination 1 20.3 B Bending Moment Envelope 226.6 ft I 20.3 A 1 B kips 44.6 44.644 0.0 -44.644 ftl A Support conditions Support A Support B Applied loading Beam loads Load combinations Load combination 1 Shear Force Envelope 20.3 Vertically restrained Rotationally free Vertically restrained Rotationally free LL - Live full UDL 2.43 kips/ft DL - Dead full UDL 1.9 kips/ft Dead self weight of beam x 1 Support A Dead x 1.00 Live x 1.00 -44.6 B Tel Prot Project 1 Bowling -Seattle Job RPtage 32 of 116 14032 Section Beam 6_W24x68- 20.3' Capac'ty Check- OK Sheet no./rev. 2 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Deflection segment 4 Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Safety factor for tensile rupture Span 1 Support B Mmax = 226.6 kips_ft Ms1_segl max = 201.4 kips_ft Ms1_seg2_max = 226.6 kips_ft Ms1_seg3_max = 201.4 kips_ft Vmax = 44.6 kips Vs1_segt_max = 44.6 kips Vs1_seg2_max = 14.9 kips Vs1_seg3_max = 0 kips FAnax = 0.3 in RA max = 44.6 kips RA Dead = 20 kips RA i_ive = 24.7 kips Ra_max = 44.6 kips RB_Dead = 20 kips RB_Live = 24.7 kips W 24x68 (AISC 14th Edn 2010) A992 Fy = 50 ksi F„ = 65 ksi E = 29000 ksi T S2iy = 1.67 S2a = 2.00 Dead x 1.00 Live x 1.00 Dead x 1.00 Live x 1.00 Mmin = 0 kips_ft Ms1_segl_min = 0 kips_ft Ms1_seg2 min = 0 kips_ft Ms1_seg3_min = 0 kips_ft Vmin = -44.6 kips Vs1_segl_min = 0 kips Vs1_seg2_min = -14.9 kips Vst_seg3_min = -44.6 kips 8min = 0 in RA_min = 44.6 kips Re min = 44.6 kips ' Tei Project Round 1 Bowling -Seattle Job RIlage 33 of 116 14032 Section Beam 6_W24x68- 20.3' Capacity Check- OK Sheet no./rev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing S2c = 1.67 f2b = 1.67 fly = 1.50 Span 1 has lateral bracing at supports plus third points Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio br / (2 x tr) = 7.67 Limiting ratio for compact section Xptf = 0.38 x I[E / Fy] = 9.15 Limiting ratio for non -compact section Arrr = 1.0 X J[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio (d - 2 x k) / tw = 51.86 Limiting ratio for compact section 7pwr = 3.76 x 4[E / Fy] = 90.55 Limiting ratio for non -compact section %lawn = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength V. = max(abs(Vmax), abs(Vmin)) = 44.644 kips Aw=dxtw=9.835inz kv = 5 Cv = 1.000 Vn = 0.6 x Fy x Aw x Cv = 295.065 kips Vs = Vn / S2v = 196.710 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2 - Chapter F Required flexural strength Mr = max(abs(Ms1_seg2_max), abs(Ms,_segz_min)) = 226.567 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyw = Mp = Fy x Zx = 737.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Limiting unbraced length for yielding - eq F2-5 Distance between flange centroids Lb = Ls,_Segz = 81.2 in Lp = 1.76 x ry x'1[E / Fy] = 79.263 in ho=d-tr=23.115in c = 1 ns='1[I(IyxCw)/Ss] =2.3 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr= 1.95xrsxE/(0.7xFy) x'1(Jxc/(Sxxho))x'l[1 +11(1+6.76x(0.7xFyxSxxho/(ExJxc))z)]=226.273in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment Moment at center -line of segment Moment at three quarter point of segment Maximum moment in segment MA = 220.273 kips_ft MB = 226.567 kips_ft Mc = 220.273 kips_ft Maas = 226.567 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb=min(3, 12.5xMain x Rm/[2.5x Mabs+3x MA+4xMB+3x Mc]) = 1.014 Nominal flexural strength Allowable flexural strength Design of members for vertical deflection Consider deflection due to dead and live Toads Limiting deflection Maximum deflection span 1 Tedds Project Round 1 Bowling -Seattle Job RPtage 34 of 116 ' 14032 Section Beam 6_W24x68- 20.3' Capac'ty Check- OK Sheet no./rev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnitb = Cb x [Mp - (Mp - 0.7 X Fy X Sx) X (Lb - Lp) / (Lr - Lp)] = 743.615 kips_ft Mn = min(Mnyid, Mnub) = 737.500 kips_ft Mc= Mn/12b=441.617 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Siam = Lsi / 250 = 0.974 in 8 = max(abs(&„ex), abs(Smin)) = 0.317 in PASS - Maximum deflection does not exceed deflection limit L • Ted tfs Project Round 1 Bowling -Seattle Job RPEage 35 of 116 14032 Section Beam 7 W27x84- 28' Capacity Check- OK Sheet noirev. 1 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date STEEL BEAM ANALYSIS & DESIGN (AISC360-05) In accordance with AISC360 13th Edition published 2005 using the ASD method 5.534 0.0 kip_ft 0.0 542.337 kips 77.477 0.0 -77.477 Support conditions Support A Support B Applied loading Beam loads Load combinations Load combination 1 fI A Load Envelope - Combination 1 28 Bending Moment Envelope Tedds calculation version 3.0.08 B 542.3 ft 1 28 A 1 B Shear Force Envelope 77.5 ftI A -77.5 28 1 B Vertically restrained Rotationally free Vertically restrained Rotationally free LL - Live full UDL 2.85 kips/ft DL - Dead full UDL 2.6 kips/ft Dead self weight of beam x 1 Support A Dead x 1.00 Live x 1.00 Te00S Project Round 1 Bowling -Seattle Job Kluge 36 of 116 r 14032 Section Beam 7_W27x84- 28' Capacity Check- OK Sheet no./rev. 2 i Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Analysis results Maximum moment Maximum moment span 1 segment 1 Maximum moment span 1 segment 2 Maximum moment span 1 segment 3 Maximum shear Maximum shear span 1 segment 1 Maximum shear span 1 segment 2 Maximum shear span 1 segment 3 Deflection segment 4 Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Maximum reaction at support B Unfactored dead Toad reaction at support B Unfactored live Toad reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Safety factors Safety factor for tensile yielding Safety factor for tensile rupture Span 1 Support B Mmax = 542.3 kips_ft Ms1_segl_max = 482.1 kips_ft Ms1 seg2 max = 542.3 kips_ft Ms1_seg3_max = 482.1 kips_ft Vmax = 77.5 kips Vs1_segl_max = 77.5 kips Vs1_seg2 max = 25.8 kips Vs1_seg3_max = 0 kips &max=0.9in RA_max = 77.5 kips RA_Dead = 37.6 kips RA_Live = 39.9 kips Ra_max = 77.5 kips RB Dead = 37.6 kips RB Live = 39.9 kips W 27x84 (AISC 14th Edn 2010) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi T 14 S2ty = 1.67 S2a = 2.00 0.48' Dead x 1.00 Live x 1.00 Dead x 1.00 Live x 1.00 Mmin = 0 kips_ft Ms1_segl min = 0 kips_ft Ms1_seg2_min = 0 kips_ft Ms1_seg3_min = 0 kips_ft Vmin = -77.5 kips Vst_segl_min = 0 kips Vs1_seg2 min = -25.8 kips Vs1_seg3_min = -77.5 kips Smin = 0 in RA_min = 77.5 kips RB min = 77.5 kips L Tei Project Round 1 Bowling -Seattle Job RPrage 37 of 116 14032 Section Beam 7_W27x84- 28' Capacity Check- OK Sheet noJrev. 3 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Safety factor for compression Safety factor for flexure Safety factor for shear Lateral bracing LIc = 1.67 = 1.67 S2v = 1.50 Span 1 has lateral bracing at supports plus third points Classification of sections for local bending - Section B4 Classification of flanges in flexure - Table B4.1 (case 1) Width to thickness ratio br / (2 x tr) = 7.81 Limiting ratio for compact section Apft = 0.38 x I[E / Fy] = 9.15 Limiting ratio for non -compact section 76rrr = 1.0 x II[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 (case 9) Width to thickness ratio (d - 2 x k) / tw = 52.65 Limiting ratio for compact section Xpwr = 3.76 x J[E / Fy] = 90.55 Limiting ratio for non -compact section Alawr = 5.70 x I[E / Fy) =137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Allowable shear strength Vr = max(abs(Vmax), abs(Vmin)) = 77.477 kips Aw=d xtw= 12.282 in2 kv=5 Cv = 1.000 Vr, = 0.6 x Fy x Aw x Cv = 368.460 kips Vn = Vn / S2v = 245.640 kips PASS - Allowable shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 segment 2 - Chapter F Required flexural strength Mr = max(abs(Msr_seg2 max), abs(Msi_seg2_min)) = 542.337 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyid = Mp = Fy x Zx = 1016.667 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = Ls1_seg2 = 112 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 4[E / Fy) = 87.74 in Distance between flange centroids ho = d - tr = 26.06 in c=1 rt. =4[4l(IyxCw)/Sx]=2.543 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr=1.95xrrsxE/(0.7xFy) xIl(Jxc/(Sxxho))x 4[1 +J(1+6.76x(0.7xFyxSxxho/(ExJxc))2)]=249.412in Cross-section mono -symmetry parameter Moment at quarter point of segment Moment at center -line of segment Moment at three quarter point of segment Maximum moment in segment Rm = 1.000 MA = 527.272 kips_ft MB = 542.337 kips_ft Mc = 527.272 kips_ft Mabs = 542.337 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = min(3, 12.5 x Mabs x Rm / [2.5 x MxM+4xMB++ X Mc]) = 1.014 Nominal flexural strength Allowable flexural strength Design of members for vertical deflection Consider deflection due to dead and live Toads Limiting deflection Maximum deflection span 1 Teci 's Project Round 1 Bowling -Seattle Job RIlage 38 of 116 14032 Section Beam 7_W27x84- 28' Capacity Check- OK Sheet no./rev. 4 Calc. by Vivek Date 5/12/2014 Chk'd by Date App'd by Date Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnttb = Cb x [Mp - (Mp - 0.7 x Fy X Sx) x (Lb - Lp) / (Lr - Lp)] = 970.268 kips_ft Mn = min(Mnod, Mnitb) = 970.268 kips_ft Mc = Mn / flb = 580.999 kips_ft PASS - Allowable flexural strength exceeds required flexural strength Sim = Lst / 250 = 1.344 in S = max(abs(Smax), abs(Smin)) = 0.926 in PASS - Maximum deflection does not exceed deflection limit Page 39 of 116 "DECKSLAB.xls" Program Version 1.3 Job Name: Job Number: SLAB ON METAL DECK AN4 For Composite'=Steel tip Sy Subjected to Either Uniform Round 1 Bowling Southcenter Mall, Seattle W 14032 Input Data: Composite Deck Type = Composite Deck Gage = Deck Steel Yield, Fyd = Thk. of Topping, t(top) = Total Slab Thickness, h = Concrete Unit Wt., we = Concrete Strength, fc = Deck Clear Span, L = Slab Span Condition = Neg. Mom. Reinf., Asn = Depth to Asn, d1 = Distribution Reinf., Ast = Depth to Ast, d2 = Reinforcing Yield, fy = Uniform Live Load, w(LL) = Concentrated Load, P = Load Area Width, b2 = Load Area Length, b3 = Results: Properties and Data: hd = p= rw = rw(avg) = td = Asd = Id = yd = Sp = Sn = tc = Wd = Wc = w(DL) = 1.5"x6 GI .0 0.0000 .0000 50 3.0 1.0000 pan 0.028 7500 0.028 1.7500 65.0 5 1.100 8.0000 2.0000 1.500 6.000 2.000 2.250 0.0295 0.470 0.165 0.850 0.206 0.195 3.500 1.60 50.78 52.38 Bending in Deck as a For P= W2 = Fb(allow) = +Mu = or: +Mu = +fbu = -Mu = or: -Mu = -fbu = 0.150 in. in. in. in. in. in.^2 in^4 in. in^3 in."3 in. psf psf psf ksi in. in. pcf ksi ft. in."2/ft. in. in ^2/ft. in. ksi psf kips in. in. SIS:1DESiGN tads ntrated Load Punching shear Check at Pinsetter location Vivek Subject: Originator: m=15 P=1.1 kips w(LL)=75 psf 1/1111/1 I[g 111211111M111.131.11111� d1 Nomenclature Checker: IDnyanesh t(top)=0 tc=3.5 hd=1.5 22 ga. Deck Note: Composite deck is assumed to add to flexural moment capacity of slab, by functioning as positive moment reinforcing. Composite deck shear capacity is included in total beam shear capacity. h=5 hd = deck rib height p = deck rib pitch (center to center distance between flutes) rw = deck rib bearing width (from SDI Table) rw(avg) = average deck rib width (from SDI Table) td = deck thickness (inch equivalent of gage) Asd = area of steel deck/ft. width (from SDI Table) Id = inertia of steel deck/ft. width (from SDI Table) yd = C.G. of deck Sp = positive section modulus of steel deck/ft. width (from SDI Table) Sn = negative section modulus of steel deck/ft. width (from SDI Table) tc = h-hd = thickness of slab above top of deck ribs Wd = weight of deck/ft. (from SDI Table) We = ((t(top)+$h-hd)*12+2*(hd*(rwt+rw)/2))/144*wc (wt. of conc. for 12" width) w(DL) = Wd+Wc = total dead weight of deck plus concrete m Only for Construction Loads: kips P = 0.75*200 Ib. man (applied over 1-foot width of deck) psf W2 = 20 psf construction load ksi Fb(allow) = 0.95*Fyd ft-kips/ft. +Mu =(1.6*Wc+1.2*Wd)/1000*0.094*LA2+1.4*0.20*P*L ft-kips/ft. +Mu = (1.6*We+1.2*Wd+1.4*W2)/1000*0.080*LA2 ksi +fbu = +Mu(max)*12/Sp +fbu <= Allow., O.K. ft-kips/ft. -Mu =(1.6*Wc+1.2*Wd)/1000*0.067*LA2+1.4*0.10*P*L ft-kips/ft. -Mu = (1.6*Wc/1000+1.2*Wd/1000+1.4*W2/1000)*0.117*LA2 ksi -fbu =-Mu*12/Sn -fbu <= Allow., O.K. 20.00 31.35 0.05 0.01 2.90 0.03 0.01 1.64 (continued) 1 of 4 6/16/2014 2:10 PM Page 40 of 116 "DECKSLAB.xls" Program Version 1.3 Beam Shear in Deck as a Form Only for Construction Loads: �Vd = Vu = 2.62 0.069 kips (Aid = beam shear capacity of deck alone (LRFD value from SDI Table) kips Vu =(1.6*Wc+1.2*Wd+1.4*W2)/1000*0.617*L Vu <= Allow., O.K. Shear and Negative Moment Interaction in Deck as a Form Only for Construction Loads: S.R. 0.001 S.R. =(Vu/4Vd)"2+(Mu/(Fb(allow)*Sn/12))^2 S.R. <= 1.0, O.K. Web Crippling (End Bearing) in Deck as a Form Only for Construction Loads: 4Rd = 1.700 kips 4Rd = beam shear capacity of deck alone (LRFD value from SDI Table) Rui = 0.100 kips Rui =((1.6*Wc+1.2*Wd+1.4*W2)/1000*1.20*L)*0.75 (allowing 1/3 increase) Ri <= Rd, O.K. Deflection in Deck as a Form Only for Construction Loads: A(DL) = 0.000 in. A(DL) = 0.0069*(Wc+Wd)/12000*L^4/(Es*Id) (Es=29000 ksi) A(ratio) = U91938 A(ratio) = L*12/A(DL) Strong Axis Positive Moment for Uniform Live Load: +4Mno = 3.20 ft-kips/ft. +4Mno = (0.85*Fyd*Scr)/12 +Mu = 0.02 ft-kips/ft. +Mu = 1.2*(0.094*w(DL)/1000*L^2)+1.6*(0.094*w(LL)/1000*02) +Mu <= Allow., O.K. Strong Axis Negative Moment for Uniform Live Load: -4Mno = 0.43 e-kips/ft. -4Mno = (0.90*Asn*Fy*((h-d1)-a/2))/12 -Mu = 0.02 ft-kips/ft. -Mu = 1.4*(0.117*w(DLy1000*L^2)+1.7*(0.117*w(LL)/1000*L^2) -Mu <= Allow., O.K. Beam Shear for Uniform Live Load: (I)Vd = Ac = 4Vc = 4Vnt = Vu = 2.62 28.33 2.64 5.26 0.11 kips (Aid = beam shear capacity of deck alone (from SDI Table) in ^2 Ac = 2*h*((rw+2*h*(rwt-rw)/2/hd)+rw)/2 kips 4Vc = 2*0.85*SQRT(fc*1000)*Ac/1000 kips 4Vnt = (I)Vd+4Vc <= 4*0.85*SQRT(fc*1000)*Ac/1000 (without studs) kips Vu = 1.2*(0.617*w(DL)/1000*L)+1.6*(0.617*w(LL)/1000*L) Vu <= Allow., O.K. Shear and Negative Moment Interaction for Uniform Live Load: S.R. 1 0.003 S.R. = (Vu/4Vnt)^2+(Mu/(+4Mno))^2 Deflection for Uniform Live Load: wa(LL) = A(LL) = 0(ratio) = 24971.79 0.000 U343131 S.R. <= 1.0, O.K. psf wa(LL) = allow. live load = (+Mno *(1/0.080)/L^2-1.2*w(DL))/1.6 in. A(LL) = 0.0069*w(LL)/12000*L^4/(Ec*Iav) (Ec=Es/n) 0(ratio) = L*12/0(LL) Maximum Effective Stab Strip Width for Concentrated Load: be(max) = 74.76 in. be(max) = 8.9*(tc/h)*12 Strong Axis Positive Moment for Concentrated Load: x bm = be = n= a= Z= Icr = Scr = +dMno = +Mu = 6.00 15.00 19.00 9 1.394 2.756 4.94 1.37 3.20 0.23 in. x = (L*12)/2 (assumed for bending) in. bm = b2+2*t(top)+2*tc in. be = bm+4/3*(1-x/(L*12))*x <= be(max) n = Es/Ec = 29000/(33*wc^1.5*SQRT(fc*1000)/1000), rounded in. a = (-Asd+SQRT((Asd)^2-4*(12/n)/2*(-Asd*(h-yd))))/(2*(12/n)/2) in. Z = h-yd-a in^4 Icr = (12/n)*a"3/3+Asd*Z"2+Id in.^3 Scr = Icr/(h-a) ft-kips/ft. +4Mno = (0.85*Fyd*Scr)/12 ft-kips/ft. +Mu = 1.2*(0.094*w(DLy1000*L^2)+1.6*(0.200*P*L)*(12/be) +Mu <= Allow., O.K. (continued) 2 of 4 6/16/2014 2:10 PM Page 41 of 116 "DECKSLAB.xls" Program Version 1.3 Strong Axis Negative Moment for Concentrated Load: x= bm = be = b= a= -4 Mno = -Mu = 6.00 15.00 19.00 4.50 0.159 0.43 0.13 in. in. in. in. in. ft-kips/ft. ft-kips/ft. Beam Shear for Concentrated Load: x= bm = be = 4Vd = Ac = 4Vc = 4Vnt = Vu = 5.00 15.00 17.92 2.62 28.33 2.64 5.26 1.22 x = (L*12)/2 (assumed for bending) bm = b2+2*t(top)+2*tc be = bm+4/3*(1-x/(L*12))*x <= be(max) b = 12/p*rw(avg) = width for negative bending a = Asn*Fy/(0.85*fc*b) -4Mno= (0.90*Asn*Fy*((h-d1)-a/2))/12 -Mu = 1.4*(0.117*w(DL)/1000*L^2)+1.7*(0.100*P*L)*(12/be) in. x = h in. in. kips in ^2 kips kips kips -Mu <= Allow., O.K. (assumed for beam shear) bm = b2+2*t(top)+2*tc be = bm+(1-x/(L*12))*x <= be(max) �Vd = beam shear capacity of deck alone (from SDI Table) Ac = 2*h*((rw+2*h*(rwt-rw)/2/hd)+rw)/2 4Vc = 2*0.85*SQRT(fc*1000)*Ac/1000 4Vnt = 4Vd+4Vc <= 4*0.85*SQRT(fc*1000)*Ac/1000 (without studs) Vu = 1.2*(0.60*w(DL)/1000*L)+1.6*(P*12/be) Vu <= Allow., O.K. Shear and Ne • ative Moment Interaction for Concentrated Load: S.R. = 0.139 S.R. = (Vu/iiVnt)A2+(Mu/(-4Mno))^2 S.R. <= 1.0, O.K. Punching Shear for Concentrated Load: in. bo = 2*(b2+b3+2*tc) kips 4Vc = 2*0.85*SQRT(fc*1000)*bo*tc/1000 kips Vu =1.7*P bo = �Vc = Vu = 54.00 17.60 1.87 Deflection for Concentrated Load: yuc = 2.260 in. Iuc = Iav = A(P) _ A(ratio) = 10.93 7.94 0.001 U17506 Weak Axis Moment for A'c = Ast(min) = x= bm = be = w= a= 4Mnw= Muw = in.^4 in."4 in. Vu <= Allow., O.K. yuc =((12/n)*tc^2/2+(12/n)/(12/(2*rw(av9)))*hd*(tc+hd/2)+.... ....+Asd*(tc+hd-yd))/(tc*(12/n)+Asd+(12/n)/(12/(2*rw(avg)))*hd ) luc = (12/n)*tc^3/12+(12/n)*tc*(yuc-tc/2)"2+Id+Asd*(h-yuc-yd)^2+.... ....(12/n)/(12/(2*rw(avg)))*hd^3/12+(12/n)/(12/(2*rw(avg)))*hd*(h-hd/2-yuc)^2 Iav = (Icr+Iuc)/2 (average of cracked and uncracked) A(P) = 0.0146*P*(12/be)*L^3/(Ec*Iav) (Ec=Es/n) A(ratio) = L*12/A(P) Concentrated Load: 42.00 0.032 6.00 15.00 19.00 12.00 0.059 0.22 0.19 in."2 in ^2/ft. in. in. in. in. in. ft-kips/ft. ft-kips/ft. A'c = 12*tc Ast(min) = 0.00075*A'c x = (L*12)/2 (assumed for bending) bm = b2+2*t(top)+2*tc be = bm+4/3*(1-x/(L*12))*x <= be(max) w = (L*12)/2+b3 <= L*12 a = Ast*Fy/(0.85*fc*b) where: b = 12" �Mnw = (0.85*As*Fy*(d1-a/2))/12 Muw = (1.6*(P*be*12/(15*w)))/12 Ast < Ast(min) Muw <=Allow., O.K. (continued) 3 of 4 6/16/2014 2:10 PM Page 42 of 116 "DECKSLAB.xls" Program Version 1.3 tt bm 2 bm— +2t+2t, • • • — f a • 4 * • _, 1 • -• . . • • • • • • 1 •• •' • • . ; tt = thickness of a durable topping of none Is used t, = 0) distribution steel 11V 1•. bm = bz + 2t, + 2t, single span bending: be = bm + 2(1 - x/ /Ix; where x is the location of the Toad. continuous span bending: b, = bm + 4/3 (1 - x /Ax shear: be — bm + (1 - x /fix P but in no case shall be > 8.9(t, /hV, feet. weak axis Moment = Pbe 15w w = I + b3; but not to exceed I 2 Curved Tines represent distribution of force. Concentrated Load Distribution for Slab on Metal Deck 4 of 4 6/16/2014 2:10 PM MUMS Design Maps Summary Report User -Specified Input Report Title Round 1 Bowling:Seattle Tue June 17, 2014 10:44:23 UTC Building Code Reference Document 2009 NEHRP Recommended Seismic Provisions (which utilizes USGS hazard data available in 2008) Site Coordinates 47.60626°N, 122.33322°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category USGS-Provided Output S5 = 1.365 g S1 = 0.529 g I/II/III SMs = 1.365 g SM1 = 0.793 g SDs= 0.910g SD1 = 0.529 g Page 43 of 116 For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please view the detailed report. 1.40 1.26 1.12 0.98 01� 0.94 H 0.70 0.56 0.42 0.28 0.14 0.00 0.00 0.20 MCER Spectrum 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 Design Response Spectrum 1.10 1.00 0.90 0.80 0.70 0I 0.60 H 0.50 0.40 0.30 0.20 0.10 0.00 0.00 For PGAM, T1, CRS, and CR1 values, please view the detailed report. 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 .1013 NO. 814E0 Structures America Innovative Enghteering PLC 2240 NW 164th Street Edmond, Q1C 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 wwwSAI-Enrg.com — lit % Page 45 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com SEISMIC ANALYSIS Ss = 1.365 Fa = 1 SMS = Fa SS SMS = 1.365 Sps = (2/3) (SM1) SDS = 0.91 Si = 0.529 F„ = 1.5 SM1 = F„ Si SM1 = 0.794 SD1 = (2/3) (SM1) SDI = 0.529 R = 3.15 Ordinary Steel Concentrically Braced Frames Design Category = D V=CsW 1) Cs = Sos/(R/IE) CS = 0.91 /( 3.2 / 1.25 ) Cs = 0.361 IE = 1.25 Ct = 0.02 T = Ct (h314) T = 0.02 ( 1.48' 2) Cs = SD1/(R/IE)(1/T) T = 0.027 CS = 0.529 /( 3.2 / 1.25 )/( 0.027) CS = 6.248 max 3) Cs = 0.044 SDSIE Cs = 0.044 ( 1.3 ) ( 0.91 ) Cs = 0.05 min Use CS = 0.361 )3/4 Page 46 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com DIAPHRAGM SHEARS Seismic Wfloor = 50psf Weights: Wfloor = Wperp = Wparal = Vpx = 0 IE = 1.25 Load Factor = 0.7 x 27,079 s.f. + 63psf x 14,781 s.f. = 2285.2 k Other Information : k k k Parallel to Truss Perpendicular to Truss SDS = Diaphragm Shears Perpendicular to Direction of Trusses: Fp = 0.4SDsIE Fp = (0.455) (3570.50 k+ Fp = 1137.20 k Reduced = 1137.20 k/( 214.00' V = 5314 plf (1/2)( 214.00' v = 568.60 k/( 233.00' ) ) ) Lengths Wind Force 214P00' 000k..: 233X00' , 0.00 k 0.910 0.00 k ) = 1624.58 k = 5314 plf 568.60 k 2440 plf Diaphragm Shears Parallel to Direction of Trusses: Fp = 0.4SDsIE Fp = (0.455) (3570.50 k+ Fp = 1137.20 k Reduced = 1137.20 k/( 233.00' V = 4881 plf (1/2)( 233.00' v = 568.60 k/( 214.00' ) ) 0.00 k) = 1624.58 k 4881 plf = 568.60 k 2657 plf 0.182 DESIGN FOR 2657 PLF SHEAR Page 47 of 116 SAI Engineering, PLC 2240 NW 164th Street Edmond, OK 73013 Ph:(405) 285-5511 Fax:(405) 285-5534 www.SAI-Engr.com Job: Round 1 Bowling -Seattle Job Number: 14032 Computed By: WR Checked By: DN Sheet: Date: DIAPHRAGM ANALYSIS Diaphragm Shears Perpendicular to Trusses plf Diaphragm Capacity = 360 plf Diaphragm Shears Parallel to Trusses 1' plf Diaphragm Capacity = 360 plf Blocked. Diaphragm 3/41' Plywood Sheathing Member Size : 3x Nails : '10d Nailing: 6" o.c at continuous edges and 6" o.c at discontinuous edges and diaphragm boundaries Capacity: p plf Blocked Diaphragm 3/4";Plywood Sheathing Member Size : 3x Nails : 10d Nailing: 6" o.c at continuous edges and 6" o.c at discontinuous edges and diaphragm boundaries Capacity: 5 60 plf ; It is recommended to use #10 screws in lieu of 10d nails for diaphragm attachment Page 48 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com OUT OF PLANE WALL ANALYSIS SEISMIC: Wall Forces : Fp = Fp = 0.40 IE SDS WW = (0.40) (1.25) (0.910) = 0.455 Ww (max) 0.10 Ww (min) Forces Wall = 4.55 psf Ww = Out of Plane Wind (interior) = 10.00 psf psf PLC. Technical Document Seismic Technical GuidePage 50 of 116 Hanger Wire Attachment Code Requirements' The International Building Code (IBC) defines the requirement for hanger wire and their supports and attachment methods. However, there are exceptions and the application of hanger wires in a seismic design category can meet code requirements in different ways. USG® recommends that the design team, consulting engineers and code officials work together to analyze these factors and determine the appropriate construction and application of hanger wire attachment. Because codes continue to evolve, check with local officials prior to designing and installing a suspension system. Guidelines — 12-gauge, galvanized, soft -annealed steel wire — Manufactured in accordance with ASTM A641 — Meets or Exceeds Federal Specification QQ-W-461 H Note: 12-gauge hanger wire produced by USG meets these requirements. Performance Data 12-Gauge Wire Wire Tie Failure / Pullout Load Typical 3 wrap tie1 270 lbs. Tight 3 wrap tie 358 lbs. Yields 424 lbs. Ultimate load +5501bs. Tensile Strength (Ksi) 80 max. 1 Per ASTM C636 Note: Tight wrap typically consists of three complete wraps within 1 in. Some jurisdictions may require four complete wraps for bracing wires. These requirements may vary by jurisdiction. Splice Options Hanger wire splices are typical when the ceiling drop is greater than the length of the wire available and are allowed in seismic ceiling construction. The industry standard is to loop and tie the wire ends with three tight turns, or use a square knot. The square knot is the stronger of the two options at 550 lbs. versus 350 lbs. for the loop and tie option. 12-Gauge Wire Splice Wire Tie Failure Loop and Tie 350 lbs. Square Knot 550 lbs. Note: Accessories by others for securing hanger wire splices should be evaluated for pullout and strength. ' See last page for Seismic Code Reference Standards Application Page 51 of 116 Hanger Wire Splices Loop and Tie Application Step 1 Connect the hanger wire ends together .® through two loops. Step 2 Wrap the hanger wire ends securely around itself with three complete turns within 1 in. ~_pultIn Square Knot Application Step 1 Create an approximate 5 in. bend in the end of each hanger wire CI.. Step 2 With the short ends opposed, bring the right-hand end over the left-hand and loop the short end Zw'—."1"1.1"1"111 under and around the left-hand end, as shown. Step 3 Loop the left-hand short end back up and around the right-hand loop, with the left-hand end over the right-hand end and bring the left-hand end under the loop of the right-hand end; as shown. Step 4 Draw the knot tight. `yy Step 5 Wrap the hanger wire ends securely around itself with three complete turns within 1 in. �—tt....'� Note: In the symmetry of the knot, the wire piece on the left emerges parallel from below the other loop, while the wire piece on the right emerges parallel from above the other loop. This appearance confirms you have tied the square knot correctly. 2 Hanger wire Attachment Application Page 52 of 116 Attachment to Tee Insert the hanger wire ends through a wire hole in the tee and wrap the wire end securely around itself with three complete turns within 3 in. Ensure the remaining wire end is secured so that it does not interfere with the place- ment of ceiling panels. USG DONN® main tees are produced with round hanger wire holes in the tee web at regular intervals. There are also rectangular (convenience) holes located in the tee bulb at regular intervals. The typical location for the hanger and bracing (splay) wires is in the round holes, but the rectangular (convenience) holes may also be used when needed. We have load tested the rectangular (convenience) holes located in the tee bulb with 12 ga. hanger wire on a 45° angle. The failure load is in excess of 400 lbs. This far exceeds the 250 Ib. minimum prescribed by the code for the connections of the bracing (splay) wires. Note: USG has qualified the use of the rectangular (convenience) holes located in the tee bulb through comparison testing by seismic shake -table analysis. In these tests the rectangular (convenience) holes located in the tee bulb were used for all hanger wire attachments to the tee. Round Hanger Wire Hole Attachment hanger wire round hanger wire hole Rectangular (Convenience) Hole Attachment hanger wire rectangular convenience hole Alternative Hanger Wire Spacing ASTM C635 addresses the load carrying capability of main tees, categorizing them as Light, Intermediate or Heavy Duty. This is also known as deflection criteria. The associated load ratings are: Light Duty Intermediate Duty Heavy Duty 5 lbs./LF (7.4 kg/m) 12 lbs./LF (17.9 kg/m) 16 lbs./LF (23.8 kg/m) Hanger wires are typically spaced 4 ft. o.c. along the main tee. Reducing the hanger wire spacing on Intermediate Duty main tees from 4 ft. o.c. to 3 ft. o.c. can achieve Heavy Duty load carrying capacity values. 3ft o.c. aft o.c. t 3ft 3ft 3ft 3ft. o.c. o.c. o.c o.c. suspended ceiling Lmain tee structure Notes: — Reducing the hanger wire spacing on Intermediate Duty main tees can achieve Heavy Duty load carrying capacity values but does not change the duty classification of the main tee. — The performance of Donn suspension systems is based on the specific combination of superior components, and the design and installation methods shown. Components from other manufacturers were not evaluated, and their use or any mixed use is not recommended. — Many jurisdictions accept the installation of Intermediate Duty main tees with additional supports to achieve Heavy Duty load carrying capacity values, however, some jurisdictions will not accept this application. Check with a local official prior to designing and installing a suspended ceiling system. Hanger Wire Attachment 3 Application Page 53 of 116 Anchorage The International Building Code (IBC), through references to ASCE/SEI 7 Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEQ, defines the requirements for component anchorage. The requirements are as follows: "Component attachments shall be bolted, welded, or otherwise positively fastened without consideration of frictional resistance produced by the effects of gravity. A continuous load path of sufficient strength and stiffness between the component and the supporting structure shall be provided. Local elements of the structure including connections shall be designed and constructed for the component forces where they control the design of the elements or their connections. Anchors in Concrete or Masonry Anchors in concrete shall be designed in accordance with Appendix D of ACI 318. Anchors in masonry shall be designed in accordance with ACI 530. Anchors shall be designed to be govemed by the tensile or shear strength of a ductile steel element. Exception: Anchors shall be permitted to be designed so that the attachment that the anchor is connecting to the structure undergoes ductile yielding at a load level corresponding to anchor forces not greater than their design strength, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the component. Post -installed Anchors in Concrete and Masonry Post -installed anchors in concrete shall be pre -qualified for seismic applications in accordance with ACI 355.2 or other approved qualification procedures. Post -installed anchors in masonry shall be pre -qualified for seismic applications in accordance with approved qualification procedures. Multiple Attachments Determination of force distribution of multiple attachments at one location shall take into account the stiffness and ductility of the component, component supports, attachments, and structure and the ability to redistribute loads to other attachments in the group. Designs of anchorage in concrete in accordance with Appendix D of ACI 318 shall be considered to satisfy this requirement. 4 Hanger Wire Attachment Application Page 54 of 116 Anchorage Power Actuated Fasteners Power actuated fasteners in concrete or steel shall not be used for sustained tension loads exceeding 100 Ib (445 N) or for brace applications in Seismic Design Categories D, E, or F unless approved for seismic loading. Power actuated fasteners in steel are permitted in Seismic Design Category D, E or F if the gravity tension load on any fastener does not exceed 250 Ibs (1123 N) unless approved for seismic loading. Power actuated fasteners in masonry are not permitted unless approved for seismic loading. Exception: Power actuated fasteners in concrete used for support of acoustical tile or lay -in panel suspended ceiling applications and distributed systems where the service load on any individual fastener does not exceed 90 Ib (400 N). Power actuated fasteners in steel where the service load on any individual fastener does not exceed 250 Ib (1,112 N). Power Actuated Fasteners for Acoustical Tile or Lay -In Panel Suspended Ceiling Applications Seismic Design Category D, E or F Concrete Steel Allowed for sustained tension loads exceeding 90 Ib (400 N) Allowed where gravity tension load on any fastener does not exceed 250 Ibs (1123 N) Note: The load for suspension system hanger wires will not exceed 64 lbs. based on hanger wires spaced 4 ft. o.c. along heavy duty main tees designed to carry 16 Ibs/l.f. Also ASCE7-10 contains an exception allowing power actuated fasteners for support of acoustical tile or lay -in panel suspended ceiling applications. ASCE7-02 and ASCE7-05 does not contain this exception. Please check with the authority having jurisdiction as interpretation and enforcement of this may vary. Friction Clips Friction clips in Seismic Design Categories D, E or F shall not be used for supporting sustained loads in addition to resisting seismic forces. C-type beam and large flange clamps are permitted for hangers provided they are equipped with restraining straps equivalent to those specified in NFPA 13 Section 9.3.7. Lock nuts or equivalent shall be provided to prevent loosening of threaded connections. Hanger Wire Attachment 5 Construction Page 55 of 116 Wood Wood Joist of Rafter Attachment to Structure Vertical Splay 12 ga. hanger wire 3" x 1/4" diameter closed eye screw with 1" min. penetration into wood 12 ga. hanger wire wood joist 3" max. 12 ga. hanger wire min. 3 tums 1/4" diameter closed eye screw with full thread embedment (11/4" min.) (3)11h" x 9 ga. staples or (3) stronghold "J" nails at each wire loop 12 ga. hanger wire 1" min. wood joist 1 m (3)11h" x 9 ga. staples or (3) stronghold "J" nails at each wire loo 12 ga. hanger wire Wood Truss web member bottom chord 12 ga. hanger wire saddle tie web member bottom chord saddle tie 12 ga. hanger wire Note: Hanger or bracing wire anchors to the structure should be installed in such a manner that the direction of the anchor aligns as closely as possible with the direction of the wire. 6 HangerWireAttachment Construction Page 56 of 116 Wood Bottom of Wood Joist Attachment to Structure Vertical Splay saddle tie required for all widths greater than lh" typical saddle tie with double loci) at support Note: saddle tie has double loop at support 12 ga. hanger wire min. 3 tums 1/4" diameter drilled hole 2" min. hanger wire NotApplicable Wood I -Joist wood I -joist 12 ga. hanger wire min. 3 tums add 21/2' x 20 ga. stud` w/ (1) #10 x 1 " wood screw to each of 3 joists. place stud flat and within 6" of splay wire. altemate: 2 x 4 flat with 1-10d or 1-#10 x 3" screw to each of 3 truss bottom flanges wood I -joist 12 ga. hanger wire min. 3 tums add 2 1h" x 20 ga. stud' w/ (1) #10 x 1" wood screw to each of 3 joists. place stud flat and within 6" of splay wire. * alternate: 2 x 4 flat with 1-10d or 1-#10 x 3" screw to each of 3 truss bottom flanges Wood I -Joist Bottom Flange 1/4" diameter closed eye screw with 11/4" min. penetration at bottom flange 12 ga. hanger wire min. 3 tutus--.* min. Note: Do not insert screw eyes parallel to laminations 1/4" diameter closed eye screw with 11/4" min. penetration align with brace wire 12 ga. hanger wire min. 3 tutus Note: Hanger or bracing wire anchors to the structure should be installed in such a manner that the direction of the anchor aligns as closely as possible with the direction of the wire. Hanger Wire Attachment 7 Construction Page 57 of 116 Concrete Clip Attachment Attachment to Structure Vertical Splay 12 ga. metal angle 3 tutus 12 ga. hanger wire She" drill -in expansion anchor minimum or approved fastener structural concrete ° 7:5h6' drill -in expansion anchor Thinimum or approved fastener 1i1, structural concrete \ 45° max. steel strap 1" wide x 2" long x 12 ga. min. 3 tums 12 ga. hanger wire 5/18' drill -in expansion anchor minimum or approved shot pins .°. o. .� 4 12 ga. metal angle 3 tums 12 ga. hanger wire structural concrete structural concrete 5/16' drill -in expansion anchor ° minimum or approved shot pins 45° max. steel strap 1" wide x 2" long x 12 ga. min. — 3 tums 12 ga. hanger wire Cast In Place Concrete wire pigtail w/ 2" dia. loop & 4" tail structural concrete 12 ga. hanger wire 45° wire pigtail w/ 2" dia. loop & 4" tail 12 ga. hanger wire structural concrete wire pigtail w/ 2" dia. loop & 4" tail 12 ga. hanger wire 45° max. structural concrete Note: Hanger or bracing wire anchors to the structure should be installed in such a manner that the direction of the anchor aligns as closely as possible with the direction of the wire. 8 Hanger Wire Attachment Construction Page 58 of 116 Attachment to Structure Steel Vertical Splay Open -Web Steel Joist web member bottom chord 12 ga. hanger wire min. 3 turns typical saddle tie Attach hanger wire to bottom chord only when designed to carry the vertical load of the suspended ceiling system. top chord 12 ga. hanger wire (wrap and tie around tops of web members) top chord 12 ga. hanger wire (wrap and tie around tops of web members) Steel Roof Deck #3x12"rebar 20 ga. min. deck W. hanger wire tie to #3 rebar with three wraps around rebar and one wrap around wire 20 ga. min. deck 2#8x1/2" self tapping screws steel strap 3" wide x 4" long x 12 ga. minimum 12 ga. hanger wire min. 3 tums Steel Deck With Insulation Fill #3 rebar x length required to cover min. of 4 high corrugations non-structural concrete fill steel deck 12 ga. hanger wire min. 3 turns Not Applicable Steel Beam structural concrete structural steel 12 ga. metal angle 12 ga. hanger wire structural concrete structural steel 12 ga. metal angle 12 ga. splayed seismic bracing wire Note Hanger or bracing wire anchors to the structure should be installed in such a manner that the direction of the anchor aligns as closely as possible with the direction of the wire. HangerWireAttachment 9 Construction Page 59 of 116 Attachment to Structure Steel Vertical Splay Steel Deck With Concrete Fill i structural concrete fill shot -in or expansion'! steel deck anchor with eye bo 12 ga. hanger wire min. 3 turns structural concrete fill steel deck 12 ga. hanger wire embedded in concrete structural concrete fill shot -in anchor 3/4' min. metal / Y —steel deck angle 12 ga. x 3/4" wide min. 12 ga. hanger wire min. 3 tums Shs" (min.) drill -in expansion anchor. steel strap 12 ga. x 1" wide min. structural concrete fill steel deck 12 ga. hanger wire min. 3 tums Note: Hanger or bracing wire anchors to the structure should be installed in such amanner that the direction of the anchor aligns as closely as possible with the direction of the wire. 10 Hanger Wire Attachment Testing and Inspection Page 60 of 116 Post -installed anchors shall be tested when deemed necessary by the authority having jurisdiction. Testing shall be performed by an accepted testing facility, unless approval of an alternative is obtained in advance from the engineer of record (EOR) for the project. If any anchor fails testing, test all anchors of the same type, not previously tested until twenty (20) consecutive anchors pass, then resume the initial test frequency. The anchors tested shall be only those anchors installed by the same trade. The authority having jurisdiction shall define acceptance/failure criteria. The test values and all appropriate criteria shall be shown on the contract documents. The test load may be applied by any method that will effectively measure the tension in the anchor, such as direct pull with a hydraulic jack, calibrated spring loaded devices, or a calibrated torque wrench except that displacement -controlled anchors such as drop -ins shall not be tested using a torque wrench. When field testing of component anchorage is required by the authority having jurisdiction, the following criteria shall apply unless otherwise specified: Anchor Type Test Value Percent Tested Support (Vertical) 200 lbs. in tension 10% Bracing (Splay) 440 lbs. in tension 50% Note: Drilled -in or shot -in anchors typically require special approval prior to use in pre -stressed concrete. Note: Shot -in anchors in concrete are not permitted for bracing wires. Hanger Wire Attachment 11 Page 61 of 116 Installation Guidelines for Suspended Ceilings International Building Code (IBC) 20031BC 2006 IBC 2009 IBC 2012 IBC American Society of Civil Engineers (ASCE) ASCE7-02 ASCE7-05 ASCE7-05 ASCE7-10 Ceilings Interior Systems Construction Association (CISCA) or ASTM International (ASTM) CISCA Zones 0-2 CISCA Zones 3-4 CISCA Zones 0-2 CISCA Zones 3-4 CISCA Zones 0-2 ASTM E580 CISCA Zones 3-4 International Building Code (IBC) defines Seismic Design Categories A, B, C, D, E, and F. www.iccsafe.org ASCE/SEI 7 Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers/Structural Engineer Institute (ASCE/SEI) www.asce.org Guidelines for Seismic Restraint for Direct -hung Suspended Ceiling Assemblies (Zones 3-4) Recommendations for Direct -hung Acoustical Tile and Lay -in Panel Ceilings (Zones 0-2) CISCA Ceilings & Interior Systems Construction Association (CISCA) www.cisca.org ASTM Intemationl E580/E580M Standard Practice for Installation of Ceiling Suspension Systems for Acoustical Tile and Lay -in Panels in Areas Subject to Earthquate Ground Motions. ASTM International (formerly American Society for Testing and Materials) www.astm.org Further References USG Seismic Ceiling Resource Center Seismic Technical Guides seismicceilings.com Product Infonnation See usg.com for the most up-to- date product information. Installation Must be installed in compliance with ASTM C636,ASTM E580, CISCA, and standard industry practices. Code Compliance The information presented is correct to the best of our knowledge at the date of Wince. Because codes continue to evolve, check with a local official prior to designing and installing a ceiling system. Other restrictions and exemptions may apply. This is only intended as a quick reference. Purpose This seismic technical guide (STG) is intended as a resource for design professionals, to promote more uniform criteria for plan review and jobsite inspection of projects. This STG indicates an accept- able method for achieving compliance with applicable codes and regulations, although other methods proposed by design professionals may be considered and adopted. ICC Evaluation Service, Inc., Report Compliance Suspension systems manufactured by USG Interiors, Inc., have been reviewed and • are approved by listing in ICC-ES Evaluation Report 1222. Evaluation Reports are subject to reexamination, revision and possible cancellation. Please refer to usgdesignstudio.com or usg.com for current reports. L.A. Research Report Compliance Dora brand suspension systems manufactured by USG Interiors, Inc., have been reviewed and are approved by listing in the following L.A. Research Report number: 25764. Notice We shall not be liable for incidental and consequential damages, directly or indirectly sustained, nor for any loss caused by application of these goods not in accordance with current printed instructions or for other than the intended use. Our liability is expressly limited to replacement of defective goods. Any claim shall be deemed waived unless made in writing to us within thirty (30) days from date it was or reasonably should have been discovered. Safety First! Follow good safety/industrial hygiene practices during installation. Wear appropriate personal protective equipment. Read MSDS and literature before specification and installation. Manufactured by USG Interiors, LLC 550 West Adams Street Chicago, IL 60661 usg.com seismicceilings.com sustainableceilings.com usgdesignstuda.com The following are trademarks of USG SC2522hev.12-13 Interiors, Inc. or a related company: 02013, USG Interiors, LLC Dora, USG, USG in stylized letters. Printed In U.SA Page 62 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL DESIGN Steel Angle Design Span : 10.06FT General Gravity Loads Angle at Video Projector WD = 40Ibs Mmax = 1.20 k-in Fy = 36 ksi Sx = 600 In° Mallow = 0.6Fy*Sx = 130 k-in OK Hanger Pipe at Video Projector Angles supporting Video Projector Hanger Tube Use Load at Hanger = 0.04 k Design as Tension Member Fy= 42 'ksi e _Fu= /:58 ksi Across 0. 5' inL L ANet = 015 in Tai = 0.6 Fy AGross or 0.5 Fu Anet= 18.9 k OK Use Page 63 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL DESIGN Steel Angle Design Span General Gravity Loads Angle at Video Projector Angles at floor to support TV Monitors Hanger Rod WD = Mmax = 15.00 k-in Fy= s 6' ksi Sx = Ins Mallow = 0.6Fy*Sx = 22.2 k-in OK Hanger at TV Monitors Load at Hanger = Fy = F„= AGross = ANet = Tallow = 0.5 k Design as Tension Member ksi ksi 0.6 Fy AGross or 0.5 Fu Anet= Use 4.2 k OK Use Steel Unistrut Design Brace at hanger rod bottom Span : FT Approximate assumption on a conservative side Reaction at Brace = 0.8 Sps*IE*Weight = 0.46 k Design Brace As Column/Tension Member Fy = F„= Tallow = ksi ksi 0.6 Fv AGross or 0.5 Fu Anet= in` in` 11 k OK Use Structures America Innovative Engineering 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.5AI-Enrg.Com Stru Iz ovatfv 2240NW14 Edmond, OK 7 Phone ; (40S Fax : (4, 8; www SAI� Structures America innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax : (405) 285-5534 www.SA1-Enrg.com i • Tedds'Round Project 1-Seattle Job RPtage 67 of 116 14032 Section Seismic Toads @ pinsetter locations Sheet no./rev. 1 Calc. by WE Date 8/12/2014 Chk'd by DN Date App'd by Date ANALYSIS Loading 1 .1 0 Tedds calculation version 1.0.05 Seismic Fp/2 - Loading 00 NN NN 00 00 DL of pinsetter - Loading H 1 N N 0 0 0 0 NN NN 0 0 0 0 0 -►x • • • • Te005 Project Round 1-Seattle Job image 68 of 116 14032 Section Seismic Toads @ pinsetter locations Sheet noirev. 2 Calc. by WE Date 8/12/2014 Chk'd by DN Date App'd by Date Results Reactions 9 1: (-0.092,-0.77933)0 10 11 0.6D + 0.7E - Local node reactions Node: (Horiz (kips), Vert (kips), Mom (kips_ft)) 12 13 14 15 16 9 10 11 12 13 14 15 • n n v m m n c 02,0.45A)1,0.697,0) 4:(-0.097(41996p)939,0) 6:(-0.098,0.386,0) 7:(-0.1,0.109,0) 8:(-0.088,0.55,0) l•X A a a A A 1t r Load combination: 0.6D + 0.7E Node Force Fx (kips) Fz (kips) Moment My (kip_ft) 1 -0.1 -0.8 0 2 -0.1 0.2 0 3 -0.1 0.7 0 4 -0.1 -0.6 0 5 -0.1 0.9 0 6 -0.1 0.4 0 7 -0.1 0.1 0 8 -0.1 0.6 0 www.hiltl.us Profis Anchor 2.4.8 Company: Specifier: Address: Phone I Fax: E-Mail: SAI Engineering Page: Project: Sub -Project I Pos. No.: Date: 1 Round 1 Seattle 8/12/2014 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act = 2.000 in., h„om = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x Iy x t = 4.000 in. x 7.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. Base material: cracked concrete, 3000, fc' = 3000 psi; h = 5.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: Seismic Toads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, 'nib] tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (c)) Shear load: yes (D.3.3.5.3 (a)) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan LIF, www.hilti.us Profis Anchor 2.4.8 Company: Specifier: Address: Phone I Fax: E-Mail: SAI Engineering Page: Project: Sub -Project I Pos. No.: Date: 2 Round 1 Seattle 8/12/2014 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 400 70 0 70 2 400 70 0 70 max. concrete compressive strain: - [960] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 800 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity $Pin [Ib] Utilization pN = Nr„ /¢Nn Steel Strength* 400 4875 9 Pullout Strength* 400 1212 33 Concrete Breakout Strength** 800 2109 38 anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value • Nst«l 2 N. refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables n Ase,N [in 2] fora [psi] 1 0.05 125000 Calculations N. [Ib] 6500 Results N. [Ib] 6500 3.2 Pullout Strength Ac 2500 i Npn,(Z Nua steel 0.750 Nsa [Ib] Nua [Ib] 4875 400 refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables fc [psi] % Np,2500 [Ib] 3000 1.000 2270 Calculations fc 2500 1.095 Results Nan,/ [Ib] 4concrete 4seismic $nonductlle • Non,( [Ib] Nua [Ib] 2487 0.650 0.750 1.000 1212 400 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.4.8 SAI Engineering Page: 3 Company: Specifier: Address: Phone I Fax: E-Mail: Project: Round 1 Seattle Sub -Project I Pos. No.: Date: 8/12/2014 3.3 Concrete Breakout Strength ANc Nctg — (ANco/ Wec,N Wed,N Wc,N Wcp,N Nb �Nag aN1, ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 h24 1 'Ve N (1+2eN 51.0 _ \ 3 hef Wed.N = 0.7 + 0.3 (1.5hca,minef) 51.0 Wcp,N = MAX(Caa!! 1.5hef` 51.0 Cac � Cac Nb=kclifTcheis Variables hef [in.] 2.000 Cac [in.] 4.000 Calculations ANC f n 2] 59.15 Results Ncbg [Ib] 4327 ec1,N [in.] 0.000 kc 17 ANo0 [in?] 36.00 +concrete 0.650 ec2,N [in.] 0.000 1.000 Wecl,N 1.000 +seismic 0.750 ACI 318-11 Eq. (D-4) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Ca,min [in.] ( [psi] 3000 Wec2,N 1.000 4)nonductile 1.000 Wc,N 1.000 Wed,N 1.000 Wcp,N Nb [Ib] 1.000 2634 Nag [Ib] Nua [Ib] 2109 800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilts AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiltl.us Profis Anchor 2.4.8 Company: Specifier: Address: Phone I Fax: E-Mail: SAI Engineering Page: Project: Sub -Project 1 Pos. No.: Date: 4 Round 1 Seattle 8/12/2014 4 Shear Toad Load V,,, [Ib] Capacity +Vn [Ib] Utilization pv = Vu,/+Vn Status Steel Strength* 70 1466 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 140 3029 5 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength = ESR value W Vsleel 2 Vua refer to ICC-ES ESR-1917 ACI 318-11 Table D.4.1.1 Variables n key [in.2] futa [psi] 1 0.05 125000 Calculations [lb] 2255 Results V,,,e. [Ib] 4steei V. [Ib] Vua [Ib] 2255 0.650 1466 70 4.2 Pryout Strength ANc Vccg — kcp [(ANco) Wec,N Wed,N Wc,N 1t/cp,N Nb] Vcp, 2 Vua ANC see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) Arno = 9 haf 1 = 1 + 2 eN 5 1.0 3 het Wed,N = 0.7 + 0.3 (1 5hef) 51.0 Wcp.N = MAX(=min 1.5hef15 1.0 � �Cac ' Cac Nb = kc A., Vrc hilts ACI 318-11 Eq. (D-41) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (D-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) Variables kcp hef [in.] eC1.N [in.] eC2.N [in.] Ca,Mn [in.] 1 2.000 0.000 0.000 Wc,N cec [in.] kc Aa fc [psi] 1.000 4.000 17 1.000 3000 Calculations ANC [in.2] ANoo [in.2] Wecl,N llree2,N Wed,N Wcp,N Nb [Ib] 59.15 36.00 1.000 1.000 1.000 1.000 2634 Results Vcpg [Ib] 4concrete 4iseismic 4)nonductile 4) Vcpg [Ib] Vua [Ib] 4327 0.700 1.000 1.000 3029 140 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hlltl.us Profis Anchor 2.4.8 SAI Engineering 5 Round 1 Seattle Company: Specifier: Address: Phone I Fax: E-Mail: Page: Project: Sub -Project I Pos. No.: Date: 8/12/2014 5 Combined tension and shear Toads I3N pv Utilization RN,v [%] Status 0.379 0.048 5/3 21 OK (3Nv=Ri+pv<=1 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used. The factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of Toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by oz. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiki.us Profis Anchor 2.4.8 Company: Specifier: Address: Phone I Fax: E-Mail: SAI Engineering Page: Project: Sub -Project I Pos. No.: Date: 6 Round 1 Seattle 8/12/2014 7 Installation data Anchor plate, steel: - Profile: S shape (AISC); 3.000 x 2.330 x 0.170 x 0.260 Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Cleaning: Manual cleaning of the drilled hole according Coordinates Anchor in. Anchor x y 1 0.000 -1.929 2 0.000 1.929 in. to instructions for use is required. ♦ 2.000 y Anchor type and diameter. Kwik Bolt TZ - CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. 2.000 C> 2.000 1 2.000 c.x c+x c.y c+y Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hills is a registered Trademark of Hilts AG, Schaan www.hiltius Profis Anchor 2.4.8 Company: Specifier: Address: Phone I Fax: E-Mail: SAI Engineering Page: Project: Sub -Project I Pos. No.: Date: 7 Round 1 Seattle 8/12/2014 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hi ti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan SECTION DESIGNATION: input Properties: Web Height = Top Flange = Bottom Flange = Stiffening Up = Punchout Width ClaikWestem Building Systems CW Tech Support (SIM 431-3M4 clarkwestere.com 2007 North American Specification ASO DATE: 6/17/*14 Rowid 1 Bowling -Seattle 133] single 6.000 in 1.625 in 1.625 in 0.500 in 1.500 in Floor Solver Design Data - slmple Span Joist Span 8.00 ft. Joist Spaci Dead Load = 15.0 psi Live Load = 20.0 pef Check Flexure Mmax =373 Ft -Lb Ma =1300 ft-LI7 K-phi for Distortional Buddlng = 0 ibinfin Check Deflection Total Load Dell Umit Li240 Total Load Dell. = 0.063 In Live Load Dell Unlit Live Load Dell = 0436 in Check Web Crippling Web Crippling ca Rmax= 187 lb End Bearing Length = MI in Ra = 259 lb >= R di CheckShear Viriax = 187 Shear capacity not reduced for punchouts near Va =1416 lb >= Vreax 0,0461 in 0.0712 in 33.0 kal 36,3 kid 4.000 in Design Thickness= inside Comer Radkis= Yield Pbint. Fy = Fy With Cod -Work, F. Punchout Length = 6.0 in atonal) SECTION DESIGN/MO hnDut Pronertiox Web Height Top Flange Bottom Flange Stiffening Lip., Punt 1011t := Wall Solver Design i Well Hit lS+ Lateral Stud Spada Check Flexure Load input F Me = 515 F#Ft-Lb Mc=518Ft�L.b .00 a max=2S2f�" :fr 0.500 in 1.500 in 1111011110111 ClarkiNestem Building Systems CW Tech Support (888) 4374244 ciattwestern.com 2007 North American SpeaIce0011ASO DATE: 6/1712014 Round 1 Bowling SECTION DESIGNATION: 3828200-43 pm Single Mout Properties: Web Height = Top Flange = Bottom Flange = Stiffening Lip T. Punchout Width = Wall Solver Design Data Sint*. Wall Height 8.00 ft Lateral Pressure 10.00 par Stud Spacing 18.0 in 3.625 in 2.000in 2.000 in 0.625 in 1.500 in Check Flexure Load Multiplier for Flexural 8;i. th= 1.00 input Flexural Brachia: Nene Me = 1299 Ft -Lb My = 1288 Ft4.b Mc = 1027 Ft -Lb Sc/ST = 0.96 Mmax 107 Ft -Lb < Ma = 593 Ft -Lb Check Deflection Deflection Umft: I1120 Load Multiplier for Deftfttion = 140 Maximum DO * Check Shear Vrnax = 53 lb (inctudl Shear capacity ritg Va= 1739 lb >tzt Vrr Check Web Crippling Rmax= 53 lb (Induding Web Crippling capacity End Bearing Len =100 In Ra = 277 lb >= REMIOCi StaterleiSild required Design Thickness Inside r Radius = Yield Point. Fy With Cold- F: Punchout Length Deflection- Limit VIM Axial Loaci 0 lb Cb 1.14 040 in 0.0712 in 3.-0 kat 33.0 kat 4.000 irt 0.58 My < Me< 2.78 My Page 79 of 116 SAI Engineering, PLC 2240 NW 164th Street Edmond, OK 73013 Ph:(405) 285-5511 Fax:(405) 285-5534 www.SAI-Engr.com Job: Round 1 Bowling -Seattle Job Number: 14032 Computed By: VVR Checked By: DN Sheet: Date: STEEL STUDS DESIGN Steel Studs Design Curtain Wall Vertical Studs Span : 4.50 FT w/ 5 FT CANTILEVER General Gravity Loads WD = 15.00PSF( Total Load = 0.19 k Fy = F„= AGross = ANet = Sx = Tallow = = 20 PLF Design For Tension Member 33.00 ksi 45.00 ksi 0.34 in 0.25 in` 0.39 in' 0.6 Fv AGross or 0.5 Fu Anet= 5.63 k OK Out of Plane Loads WD = 10.00' PSF ( Mmax = 2.00 k-in Mallow = 0.6Fy*Sx = 7.72 k-in 13 PLF OK Use Steel Studs Design At Curtain Wall Brace Span : 7.50 FT 3 518")(18 GA CSJ Reaction at Brace = 0.133 k Design Brace As Column/Tension Member Fy= 33.00 ksi F„= 45.00 ksi Design of screws at braces: Used 16 GA studs AGross = 0.34 inz Allowable shear of #10 TEK screws= 116 ANet = 0.25 in Required screws = 1 Tallow = 0.6 Fv AGross or 0.5 Fu Anet= 5.63 k OK See Attached sheet for Column Design Use 3 5/8"X18 GA Steel Studs Page 80 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SA!-Engr.com STEEL DESIGN Steel Beam Stud Span : 10.00 '' FT General Gravity Loads Stud supporting top of curtain of studs Stud Load Wo = 1901bs Mm. = 5.70 k-in Fy = 33 ksi S•= 0.77 'in' Mew„ = 0.6Fy*Sx = 15.2856 k-in OK Use 6"'x 18GA CSJ Page 81 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL DESIGN Steel Angle Design Angle at Floor to support Ceiling Hanger Rod Span : 10.00 FT (approximate span on a conservative side) General Gravity Loads Angle supporting Hanger Rods WD = 500Ibs (approx) Mmax = 15.00 k-in Fy = 36 ksi Sx = 1.03 in Mallow = 0.6Fy*Sx = 22.2 k-in OK Use Angle L4x4x1/4 Page 82 of 116 SAI Engineering, PLC 2240 NW 164th Street Edmond, OK 73013 Ph:(405) 285-5511 Fax:(405) 285-5534 www.SAI-Engr.com Job: Round 1 Bowling -Seattle Job Number: 14032 Computed By: VVR Checked By: DN Sheet: Date: STEEL DESIGN Steel Joists at Soffit 1 (approx span on conservative Span : 10,00 FT side) Tributary Width 1: 1.33 FT General Gravity Loads Wo Mmax = Fy = Sx = Mallow = 15.00 PSF 2.99 33 ksi 0.39 in' 0.6Fy*Sx = ) /2 = k-in 7.72 k-in Tributary Width 2: 1.33 20 PLF OK Use 3 5/8" x 18GA,CSJ Page 83 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: WR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL DESIGN Steel Angle Design Span : ;< General Gravity Loads Angle at Hood WD = Mmax = Fy = Sx = Mallow = 9.75 k-in ksi 0.6Fy*Sx = 12.3 k-in OK Angle supporting rod at Kitchen Hood (Minimum 3 such angles) Combined Toad of two rods=1/3 of max 1500 Ibs Use Steel Rod at Hood At Kitchen Hood Load at Rod = Fy = F„= Across = ANet = Tallow = 0.5 k Design as Tension Member ksi ksi in` in` 0.6 Fv Across or 0.5 Fu Anet= 4.24 k OK Use Page 84 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: VVR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Steel Studs Design At Kitchen Hood Span : ;8.00 FT w/ General Gravity Loads WD = 15.00 PSF ( 33' ) = Total Load = 0.22 k Kitchen Hood Load = Fy = 33.00 ksi Fu= 45.00 ksi Z AGross = 0.34 in ANet = 0.25 In` Sx = 0.39 In' Tallow = 0.6 Fy AGross or 0.5 Fu Anet= 5.63 k OK Out of Plane Loads WD = 10.00 PSF Mmax = 0.94 k-in 250 Ibs 13 PLF Mallow = 0.6Fy/Sx = 50.8 k-in OK Steel Studs Design Span : 8.00 FT At Kitchen Hood 3 FT CANTILEVER 20 PLF Design For Tension Member (1500 Ibs on two sides with 3 rods each on a side) Use 3 5/8"x18GA CSJ' Reaction at Brace = 0.469 k Design Brace As Column/Tension Member Fy = 33.00 ksi F„= 45.00 ksi Design of screws at braces: Used 16 GA studs AGross = 0.34 in Allowable shear of #10 TEK screws= 116 Ibs ANet = 0.25 in` Required screws = 5 screws Tallow = 0.6 Fy AGross or 0.5 Fu Anet= 5.63 k OK See Attached sheet for Column Design Use 3 5/8"x18' GA CSJ Page 85 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: VVR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Steel Channel Design Kitchen hood vertical channel Span : 8.00 FT w/ 3 FT CANTILEVER General Gravity Loads Total Load = 0.25 k Design For Tension Member Load of Each Angle Reaction Fy = Fu= Across = ANet = Sx= Tallow = 36.00 ksi 58.00 ksi 1.58 in` 1.58 -in` 1.92 In' 0.6 Fy Across or 0.5 Fu Anet= 34.1 k OK Out of Plane Loads WD = 10.00' PSF ( Mmax = 7.09 k-in Mallow = 0.6Fy*Sx = 41.5 k-in 100 PLF OK Steel Studs Design Kitchen Hood Brace Channel Span : 7.50 FT Reaction at Brace = 0.756 k Fy = 36.00 ksi F„= 58.00 ksi Across = 1.58 in` ANet = 1.58 in4 Tallow = 0.6 Fy Across or 0.5 Fu Anet= 34.1 k OK Use C4 x 5.4 Use C4 x 5.4- Page 86 of 116 SAI Engineering, PLC Job: Round 1 Bowling -Seattle 2240 NW 164th Street Job Number: 14032 Edmond, OK 73013 Computed By: VVR Ph:(405) 285-5511 Checked By: DN Fax:(405) 285-5534 Sheet: Date: www.SAI-Engr.com STEEL STUDS DESIGN Steel Channel Design Kitchen hood vertical channel Span : 14.00 FT w/ 0 FT CANTILEVER General Gravity Loads Total Load = 0.25 k Design For Tension Member Load of Each Angle Reaction Fy = F e� Across = ANet = Sx = Tallow = 36.00 ksi 58.00 ksi 2.39 in` 2.39 in` 4.35 ini 0.6 Fy Across or 0.5 Fu Anet= Out of Plane Loads WD = 10.00 PSF ( Mmax = 29.40 k-in Mallow = 0.6Fy*Sx = 51.6 k OK = 100 PLF 94 k-in OK Steel Studs Design Kitchen Hood Brace Channel Span : 7.50 FT Reaction at Brace = 0.7 k Fy = 36.00 ksi F„= 58.00 ksi Across = 1.58 inZ ANet = 1.58 in` Tallow = 0.6 Fy Across or 0.5 Fu Anet= 34.1 k OK Use C6x8.2 Use C4 x 5.4 SVINT Sai Eng. beam onne on Ba PROJECT : Round 1 bowling -Seattle (Ref Detail 4/S4.1) CLIENT : Comer Stone Architecture JOB NO.: 14032 DATE : 6/17/2014' etton AISC-ASD 9th Edition INPUT DATA & DESIGN SUMMARY WF BEAM SECTION GRAVITY SERVICE LOAD LATERAL TENSION LOAD, ASD PLATE THICKNESS PLATE MATERIAL (A36, A529-42, A529-50,A572-65) TRIAL WELD SIZE BOLT DIAMETER BOLT MATERIAL (A307, A325, A490) HOLE TYPE (STD, NSL, OVS, SSL, LSL) STD = Standard round holes ( d + 1/16 " ) NSL = Long or short -slotted hole normal to load direction OVS = Oversize round holes SSL = Short -slotted holes holes LSL = Long -slotted holes CONNECTION TYPE (SC, N, X) => X SC = Slip critical connection N = Bearing -type connection with threads included in the shear plane X = Bearing -type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1=Yes, 0=No,) = > 0 No ANALYSIS DATA FOR ROLLED SECTION CHOSEN A d tw bf 7.61 10.3 0.26 5.77 CHECK CAPACITY OF BOLTS Allow shear per bolt 3/4(P2+T2)°5 = No. of bolts required Bolt spacing required Edge spacing required Bolt group capacity tf Sx 0.44 27.9 => W10x26 P = 26 kips T = 0 kips t = 0.375 in ASTM = A36 w = 0.25 in (1/4 in) = 0.75 in (3/4 in) ASTM = A325 = > STD Page 87 of 116 PAGE: DESIGN BY : Wivek REVIEW BY : Dnyanesh P D x ti x t • 1• • I• • I• z /2„ USE PLATE 6" x 3 1/2" x 3/8" WITH WELD 1/4" EACH SIDE TO COLUMN AND 1 ROW OF TOTAL (2) - 3/4" BOLTS AT BEAM END. 13.3 kips / bolt 20 kips 2.0 2.25 in 1.13 in 27 kips CHECK CAPACITY OF WELDING (70XX) e Plate thickness Weld size,w Min allowable weld Max allowable weld te D I =2 (te D3 /12) Vertical shear = P / Aw = P / 2 D te Bending stress = P e / I Tension stress = T / Aw = T / 2 D to = Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)21° = Resultant Stress = [ (P/Aw)2 + (P e/ I )2 ]o.5 = Allow shear Fv = 0.3 x 70 = CHECK PLATE FOR SHEAR CAPACITY P/A = 11.6 CHECK PLATE FOR TENSION CAPACITY (3/4) T / A = 0.0 CHECK NET SHEAR FRACTURE Fu = 58 2 in 0.38 in 0.25 in • 0.19 in = 0.31 in 0.18 in 6.0 in = 6.4 in4 = 12.3 ksi • 8.2 ksi 0.0 ksi 11.0 14.7 ksi 21.0 ksi ksi < 0.4 x 36 = Bolt spacing used Edge spacing used > 3/4(P2 + T2 )o.s = 20 > P = 26 kips ksi < 0.6 x 36 = 28 kips ksi Pam = 0.3Ft, [D-n(ds+1/8)]t CHECK NET TENSION FRACTURE Fu = 58 ksi Tallow = (4/3)0.5Fu[D-n(ds+1/8)]t CHECK BLOCK SHEAR ( WEB TEAR -OUT) ( Applies only if top flange is coped for P) Ih Iv Fu 1.1 3.4 58 in in ksi = 62 kips [Satisfactory] [Satisfactory] ksi 3.0 in 1.5 in kips [Satisfactory] > 14.7 ksi [Satisfactory] 14.4 ksi [Satisfactory] 21.6 ksi [Satisfactory] > 26 kips [Satisfactory] • 0 kips [Satisfactory] Rps,p = 0.3 Av Fu + 0.5 At Fu = (0.3 1v + 0.51h) tw Fu RusT = 4/3 (0.5 Iv + (2) 0.3 Ih) tw Fu = 48 > T= O kips [Satisfactory] [Satisfactory] PagEPege 88 of 116 Fasteners (Screws and Welds) Screw Table Notes 1. Screw spacir,g and edge distence shall real be less Man 3 x = Nominal screw diameter) 2. the allowable screw values are based on he steel properties of the members being connected, per AISI secten E4, 3 When core-ler:env olat8(046 Of differett metal Ihickneeses or yield streegth, the lowest applicable values should be used 4. Screw strength needs to be %ie.:Med by the screw rivantelecturee 5. Agues include a 3.0 factor of safety. 6_ Applied loads may be rriultiplied by 0 75 for seismic or wind loaolpg, per AlSI A 5,1.3, 7, Penetration of screws through joined materials sttoutd not be less then 3 exposed 'threads. Screws should be installed and tightened in accordaece with screw manufacturer's recornmendalions. 8 Values based on a tensile to yell steel property natio of 1,08 01B13 0.6283 .0312 043140 110451 0 0%5 110713 1017 0:546 GB OOlt3 y to Allowable Loads for Screw Connections 1sink14, 30 33 30 .13 33 3.3 33 33 33 36. 3C 54 54 54 --..........---_,- 11,0 Scrivi tu.1 ticrerdo Shear P,,,, Ir.", Su FNE.,301 11/2_ iht. LL-3 lui imnimigmeT " ' N 4 26 52 31 1,10 47 I.3.? 43 11 !, 2 1151 4 II 13C ST 17e ill 194 15 250 ?Til 2 TZ 04 310 942 3 Ti 1 to 45-0 1 Al 535 .G8 37B 1 20 4 13 r & 2 474i 151 .5,5B 17.9 .9-92 715- a:1 2 5 411.3 S.rotive 5lwar Pulivv1 !be_ ity. 104 140 al3 Sairo 11114r 1..V39a1 11/1. 3{1 54 92.0 444 1025 C27 C.41 10 CO 41 )1} 62 12U 76 112 ixt 2,2 123 441 7.;1.3 222 ) iar 2N§ Weld Table Notes 1. Weld capacities based an AISI, sscIor, E2 2. When connecting materiels of different metal thickriesses Of yield strength, the lowest applicable vale should be used. 3. Values include a 2.5 factor of safety. 4. Applied loads may be multiplied by 0 75 for seismic or wind loading per AISI A 5_1.3. 5. Values based on a Ieneile 10 yeld steel properly ratio of 1_08 Allowable Loads for Fillet Welds and Flare Grooveelds 0 wit4m Stisi Proc*1*i nkliintli Auld rani $4 XX eitier0f1431 Mill in L. lqi • vi 43 o.aest )3 3G -1E42 G4 D OVA 3-3 1,3 11115 B35 0.0713 .13 J5 702 07 . 01017 33 , 3a i 037 43 0 0151 63 94 1 N 1 54 O CR10 68 37 0.011z3 g tOT se.' 5.4 i i-S3 48 P1000 & P1101 Channels P1060 • 0 CALiii Din al Max. Arkryeicatt Undc.rm Span UaXann La te..34 1LbiIn 1 97,0 3 CC, :43 1,130 0.13 310 o22 7.4:4--0,4X4374-7:1 144 260 165 240 197 219 2141 19.2 740 To 0 IP 2T4 14 209 -02 190 260 110 2 72 335 4 54 50 ip4&1BO Spar1241) Lk, Lb5C0 1 53( 1,130 760 45a 3:11 Unliam Loading s1 Cu ftacllan 44,1%0 Lin 1.0P0 1..130 990 159 13o 1$0 :Do • 170 BO 03 50 40 52,) 7161 10 P 1 0 00 • C 1.11141 E. CI. DL50 lin broad HYBL Mk -wilily kilikrum CCOAIRII L. App.ligr1 il C.O. I. o4d 41 101951 SW Fit. K .7169 K.2 OA K 41.0 K 2 1.2 In ,L0o Lbi th Lbs uts 24 2,5'10 10.740 i3 5,170 7.140 , 3 114) 3.410 7-70 6,3170 5.210 48 2.7 0 1260 41610 4,590 3 0500 e9 2,100 ..._._-- .,....,.... S.TIO 4.690 3.630 2,630 N. 4 040 3O 2.4G Gli 14,7L, 3.4.51:1 2_793 2,1 la _ WA _ iifs.1, 3,050 o, 40 iliio " 128 1 Ita 2.700 ZVI° ;44 2. PIOOWPIOOi • ELPADCP3. OF SECTION Pai4nia, Arra cf Sc!, 4,4,4 1-1 91calw t a1 1'1E44 111. F:44-"..1o4 PAPlitsus 451 Mx Gyetl,x ir) Li 7-2 tr. Inreov II ..%(-5n U444151 Raii.-4 of Gyra1.141 141 1W Fr,m nel 17-4610 0 565- 1.•:.T 1l1.' In 0.135 In' 0 926 1.22 0 57 1 In' C 577 oi 0114 In 025 0203 Q 611 In (1 651 Piet01 8EAh LoAD/T Pq90289 of 116 UNISTRUT MaL Alowibin Span Unlicon Land Lbs 24 3.500' 3.110 4/1 2 CZ1 1 010 0 3 . . 12 1,00 019 NM 01 Uniform tau! 5.1 Unifomi Loading p01414t62,2o Cpan7100 S1ar40 3panf240 Ltri& 1,200 106 4,06D 120 090 144 161 197 215 530 240480 0.42 3.574' SZKr 3,5741' 0 07 1159 3 ' r.1.." 3.190 0 13 2 390 2,300 2$90 ' 9-2 i 410 'OM! 1410 I 100 1 Ji ' i-;0 'J:1 . _ 0 51 ,M DSO 43o 0 44 1.1:00 750 500 0 7, 010 6t0 410 1 14 550 470 220 1 411) 202 320 P100/ • emu* 4,01„ 310 710 240 50 190 130 Untie/cod AttolwAit miaow+ Cohirnn L*461 ApprIOil C 1434 141101 al SIDI r•44, K 4143 K • 0.80 K it 1 K 1.2 In 1.1:1 LIN Lbs. Lbs Ltoi 24 30 45 Nis ' Lord F4704.4 vol 61**4. NR Not Placaturhendeo1 134x2- six gsin in Lag Lrikort, r2c4 uvrarrn 1)4E1 Of ttel I. lb VII 1 2 Bum baits tot betedM t,iwp span aril atio1T40 * be aaik14,4111r Lily oily &lad Untroaf spar* cw rs3r..4e 5-51ant6245 tarff-og ctRes-, * Pap 56 CP' nslociritadoti I:rut/Wad *opts. F,p• po'ca1dLen4-1, rrui ti.1niINT.141 by th wrtj44112P- :I 43D 24 2!t 71 22.719 2 UV 0200 2/,4 lc a 1 d2) 20150 19,670 ft', 60 21,410 nxv 16670 16,160 1 111_626 16.520 12,390 34 51b.: 1.950 11, .05 A.6.vc; Keg 11,194 7 250 '&040 ' Oi __ 4 .- I ?17 '20:9 6050 5 733 3,61.0 ' 20 1 6S9 0.6943 7 250 . '44 2,020 7,00 $.0422 .. .. "KO' SQralli.„, „GS% 'H3' Satien_.__ 60t. -Tr- Setlei -SL" Series '1)9" Sorius---.70% Ded,,t1 Cl/WO eiti. Ittrr, It* beim tots. 5. For coNpruved trboopar xh; toad I, rr.yis p;•i Caen loattrary artJ wlaver*ma. diNct;or. try triA. cr,e1 144:. cor6121m ;Op o N-a 16 G. M 04am Malt aro bnr6-40 ileOul kin 1-1 7-; U I T UT, P10001 P1 0S cdawlisItY49..:4I :3 !d' 111,1 4I blear** P1000 H3 i. I, a H7.,ar1 •IlJ)Pttin ite 118119GAn1) iv ikdrgrl 5,0?D 41- bs 1571 Pt 12 G op* Nartiral ThiAn,sa 10.12 ?mei i1PU1COFI°37 '12s $ 4'100mJ 11ty abie Mcim vR 14,360;16-tb>L I t ,82.3IiYn 12 Gas* MCthniJ T •hc nM .10a my.%) P1000 H5 mini]Fi •73i,4 7br00 MI 11t'I Fk176Lbsi318 100m1 Wh'1133 t.65Its (2?51g103m) 000 K0 P10 t0 SL P1000 Won 1* Kation IIJ?3.as=n t+ar m'166 Ft ilk 1ru118 9*VIMtnt. Ch111Niart NUTS 016114 ;tb 1i 'nkaE SitJrtJ ars P1006-U632 P1©06.1324 P100i•1420 P10i1T P11738 P 10551 P1610 P1009T P1 Ob6T1420 P1d14T Sc41 ' '.Y011it "{II11. 4' IIVI WTC'i•b. .2.1 * 1 1;17 Ft 46 Lbs (275146";046 P1024 P10123 P10233 P1012 P1d23 P10za$ 151 WOO kJ 9P30M-131632 P2006.1024 P3006' 1420 P3007 P300B P3060 P3010 P3016-0632 P 3016-0832 P3016.1024 P3016-1421 Page 6 e 91 of 116 IIINISJTRUT C►ANKEI5 Chu1MN 1411 '41 a1 1541!d;", ag trial & Thickn418. 9pinkn StN1 AT td13314 dE5cEw01Wi 14 OF S E4G11.4 (�9 1 In°(ent"t P53a1 .� a Ott 622r 1816 45,1 1I, P r ;.? z .? 4 51 P1f33+A �1965$ 68 4.066 1 r,P) 41380 t2.ad 4.9 rf2;3 .274 4,1411 f R501 1452 4.94 2 805 1 151 gad " " fib .N9 PIpQ1G41 2221 1,5$ 1:.11S6 1,142 f4.Ja Ir.2 1 2 7e J15; 1- nil 10, 827 15,774 573 J 457 163 r2a0 _ 1.111— 3 76 0.926 6571- 14.,)613 5l 2.0O:Ta3 O.t3t $1340 ul F„OOD Q 197 7 {t5 r -e —7514 P1001 �De4 It,506 4 F26 _4.5 PM, 0051 441 P920 04 16 ARCO A1GOt 619 1;1 347 P3C4J Pic))) 9 555 P1 0.412 9:40 0.691 II 24 5 24T 0522 515 223 0.279 1 .i it rs 167 03.9 202 0.2 r?.165 3 '65 1 6-) i,�1IIC.�IIrtai ;maw incare*c C0t5un factory 154 m0t4 4Olgiln no 10410 03 91120 a r k r11Q 0 NO 9;3210 L CO 2977.410 s}t CI —SAM 5C0? labia en spccrai or act.. P2003 PNOJ1 1 he �.41ii 1 42 AUIVw. N[+�nant tri'i'0751 In 1bs (hirm� I1 1 5 i1 !'='2 � y a,1S3 3,160 GAO 0,143 49 2,I u 125 �a 1 ujp 12. 41 R7/ 1310 2.305 .iCit IG5S 7,170 ril 34 C37 {117T1. 1.000 12 20 ,a 0M 0:Q50 1A20 1 0 17p p9 4,Y 0024 O 054 ling 5j�. 111 Ninety Degree Angk Se Angular Fittings P2484 111a Fla 04 14 . I W1,1044 134 Its ',E41.1s40 PI 'P20/4 notu P2100 P24841N CCl/ 44144 0412 44.44 4' 141411 411. r...2 2p- 1/111/100pts 134 Un (10 P- 157093 Fltrv6 -a* In rmakl t 4,11 )15* 3 ! J 3S.‘" P1130 P1131 P2101 timul P2104 60' &I 9 44 3 L.--1 pf 7 476 2 :Ns 52W 334 rA, a P2 Lj2 45* 3 2los 72 1Z 0 7 , 57:4* 31763;1 874" 2-4243(1 V-4 104",1313 pa 51 Lt44 013 kW P1186, P2105 7141311 p2110 = WV%17 1, 54 o P2 IC0 .14 _ 5,24" P311A 0 02 3" 6 Part "4" 019441 rra4) 1/“.a4,4 Bier 1G M 104 441 7$* 331 112104 rjr it 173' Th P21g1 31 79,4* 431. 3'A flf P2110 45* P`,195 r9 rp rer 3 P2260 THRUP2270 Pa WO 92 of 116 UNISTRUT 2101 052 314 niece. a.ut si I ._,_......... _ n2103 156 025 3-11.i 'Ir'?' OltA.1; 44 r (263 top Pert Flambe( PZ (Acieve HO) on 02 P226 f If 92 pn 173* ry OP r 9 4? 2265 33)71-* ,234 20. 3144 P1243 • '..7131 953 frrnt COp Lti 03 4 14 Siandird Dimans;Kalo ice 1'1' (41 nun] *Will 741 a s Ch2r4flPI &vine ItAtitss 1.11.P1111W150 Swam eau-300V 14461 04Thoit'r, IV' I UmmJ 4s$9341f1 From Eh c1 Holt 9paain9 0e4 Crorr: ILirnie0; WI±h 146-141w4 Totairm: Isar!) 1 General Fitting- d_i 0.711-4463 of 11 Page 66 - Typical Ceiling Construction 21 Corsi/Vera:Jaw uJ 2 uJ cr) T OF CURTAIN vo;ALL F V gAJ LU z E (.1•4 At or, Page gage 94 of 116 OPEN CEIUNG Sufficient suppurt and courealmenc will [iced to be provided for cabling in Opcn cci lin crinNtruction, Wirc- way arc recommcnded for cables from the scoring compult.T to [lit- 01"cl-heads, Ovcrhmrd Winrwaysfor Open CeOlengs 4-4 Regioirentergrs & Sph•Veritifor? Typical lighting layant 44 Birk ng Reqrm S'ivrilicalioris peivp9tof 116 SOIMD Sound nNOTE: $0mild reillic;Irms are the responsibility niall acoustical engineer Br-uns-wick Rfflrrp,.ojijje inforntaticra far sozmar reductton. Noise Reduction Coefficients The general rule of thumb is for a noise reduction coefficient (NRC't of ..70 to in tlic pinsetter area and a NRC of .50 to .65 ior the balance cif die lune area. Hearing protection equipment is required in the pinsetier area. The bar and cocktail lounge i.s generally based tin a NRC nr.(15 to, 75, frequencfes The none reduction eliltilICICrItS of varying acoustical materials can lic ;mired at by considering 125 cycles as heing the frequency for rollirnz bowling bails, 250 cycles for thc frequency of humart voices, and 500 cycles for the frequenvy of the pinsetter arca, including machine noise and pin clatter, It is olnrituts, of cotinse, thai these evaluatioit,.4-ire only apprirtintated since notse atlei$ reaches across 2 or 3 frequencies foe a brief -inc- ipient. Vibratirne Upper Floor Areas .snSitjQ r) noise and vibnation liCh OS upper floor installations may require additional material for the installatit-m. Following is an example of isolation pads which reduce the vibration of the bowling lanes. These isolation pads are to be installed at all points where the bowling foundation is in contact with the cement floor throughout the pinsciter and lane area, The proprietor will need to contact their architect for further inforrnao.nn,, ISUATION PA LEVELJNG WEDGES Pre ; CONCRETE FLOOR botadon Pods NOTE: Isola:ion Pads are l'he responsibili 4, of the arthjucv. Rninswirit will n ot provide iyahairm pods, Budditig /?LUJFtJ?ktL &SIN-Vijkarmas 41 FLOOR LOADING Piesetter Area 133.25 :11 I ).341117) (22n. grim) --.15 in, 13E nun'; 0 CY 0 0 1:1 r10 5 tn (267 trtm, i .., in iitiT itirt,1: i l5rn. 313In Int rnrn} .B• 1 rip 145 k p MBP 11:0 III 145 !1.5 1f1.1292 )- iD - '1] ;11534,1 "D" NOTE. AVERAGE EQUIPMENT LOAD FOR 4 LANES (Br X 260.6) WITH PINSETT ER IS 10.200 Fb (4827 k9) Q 2 Ibiatz (30.111.g.W0) EACH P1NSETTER WEIGHS 19001k:I (e6? kg) in 17.0 rre,. 0 CI 0 0 '0 0 10,5 In. -I2GT irrrn: _ .749.5 LIN. 05 65 m.1 7,5 in, 091 mm) 1150 lb i 5-22 41. 0 e :125 1614.20i:9} •25 In 02 I U um' 3 5 ni ilia !rim) 5 in. 15.72 nun> LEGEND: A LOADING OF 1150 POUNDS154 kg) B. LOADING OF 1950 POUND(15.45 kfp) C. LOADING OF 2'50 POUNDS Cl?75 kg1 D, LOADING OF 220 POUNDS (10(i kg) 4-1 Ruilding Requirennerris SperifimtionN B 1. .52'm) 0 0 el 0 0 0 Ut III -II nern n, ilaannn) H2 in A iz.o8 •ni rA ( Page 97 of 116 Page 70 LANE & KIC-ra4 Ch FOOMATI SIDE VIEW - Itf ABOVE KICtiatikr.X% I.B•1 375 lb '1'0 li.g1 41131012-(14 605 tn. 1t40 nynk II NOTE: INEIGIfT BEARING CAPACITY OF VP-E FLOOR WILL BE THE RESPONSIBILITY OF T-)sE CLIS"romER CUSTOMER NIUSI SECURE CERTIFICATION RY A REGISTERED ARc81rEcT THAT THE BUILDING STRUCTLIRE IS ADEQUATE TO SUPPORT tHE I.44.CHINE S. vel-ILN El-a/RING THE STRENGTH or AN EXISTING BUILDING OR IHE DESIGN OF A NEW BUILDING, tHE MACHINE SHOtIL D BE CONSIDERED AS A 0YNAMIC LOAD_ Page 98 of 116 Page 71 P'insetter Area and lane ti Approach ca EENSL1 TgR AREA MATERIALS WEIGHT PER LANE PAIR 5100 lb (2313 kg) AVERAGE WEIGHT LOAD 82 Ih1F. 21303 41(112) & APPROACH MATERIALS WEIGHT PER LANE PAIR (WITHOUT PNSETTEF#S) 6858 lb (3111 kg j AVERAGE WEIGHT LOAD s 7.36 Ihfftz (38 loym2;l fi Be r;2118ml r{gRequirements ric►rr 4-9 Page 99 of 116 Page 72 FOUNDATION CONSTRUCTION Overview 'MISCELLANEOUS BOWL IND CENTER ST DRA.6 OTE: SIDE AISLES ARE CUSTOMER'S RESPONSIBILITY APPROACH ir J2 rntri 9 TEP DOWN ilft Plysi4 golAkERs rit c7.3 M„so CLEAR CPE NINO 0149W A eilil3m111 rr,EA-me-, 14:1E4 V 004 mi rrIPICAL CONCITAMSk Ir 114% mi TYPICAL. 'RECOMMENDED Ar-51-E RAMPS APE BOLT OF WDOD ANC) CAN BE LOCATE-DAT THE rOuL LINE OR BEYOND THE CuRTAIN •"'SIDE AISLES ARE CILL9TOMERS RESPONSiBILITIE LOCXED DOOR REQUIRING MECHANICAL OR ELCTO4PC PASS CODE TO EN it ihrilehrig RequireetleM,Y4 Spectfications 4.11 Page' Of7131 6 SERVICE AISLE i 1,54 RECOMNENCIED 3' Cr f 9t) MINIMUM n ?40TE_. METRIC DOA ENSIONE4 1 IN METERS PACK WALL BACK Of PINSET1EFI tiv t-I iet" 7 ?...1/20.77) 1 APPROACH STEP (1.70 BOWLER'S AREA 00 o(-)o 0 r,--) CONCOURSE Key Bowling Lane DVirnmslon2. • FOUL T-trs DIMENSION FOR Otrr!ILIE LAVES ONLY Fl,Ft AN-.1.10.111:1-4 Sr f 413DEP DOWN IN OLMVNT SLAB FoR ANALANL CN F 17AINDATICSN 84i/ding Requirement.? 442 SpecUicutfons 4,13 Lane Foundation Diann i r fag moi - it•Mre ITN .01 trWR,WWWWWWW345.1 Ir tr,724Wt =di en Al. 11126,313 cm! iw!..Yr‘.11.0 rrrj ktillwAsu 511411:111WANSI rtwfwv.,,i tri 111-if?{T2.1...:44,•; ro2 an) 4 1•Mr itakAti 44.41 — T1712 attikrZiroht Xxqr End ;;artv ww l.7" IWS14 .4,14WWWAkihr I .- atzair wig Wis,1014444411 - dwf crt 4,4 lop 71747 iialairt 4.41 4.1,04„pt LAC — 2C411 Litre .----- DAC* OF cAr-mr.rs.roastrrro ..41 -OrAr,OC Side J'iew 1-04411KATE TIPiDEFP.JVACCHT LANE NOW • . i • OP .b..ormiOA.clf WInt CflitisIT %TZP Flush App.rmu-h 4.11 Rfarliii.ut: Require -mend d Spejkrirtr 1.2. LL Page 101 of 116 Page 74 (x...,444041 lielaWaGrol .4 Fr' awl Ivy. 4wwww4.41.9641.6111:rf OF SLAW I Page 102 of 116 SECTION AT BOW Pinsetter Foundation Dimensions - ./r 5- 10,0 DE (9 z Page 75 ft rt o ai .41 • 4 clii„ X ▪ uj . •-• rzi-f—ZX • Lo 4; a u Zoatou- • R 1,1 a X kri uJ 0 z krairirernenty di Specifications 4-11 Page 103 of 116 ta 0 • .1 Ge 134 Pinseuer Area Di 4-1 I ihri/diNg Rapti rn eter Sprtificasions r et-al3 rOlEfrFlcur PragErrER t3.1 iy ff "t LRED efitt't* it" ti• 1.3.51 4,11.114111.01.10 cauto iu ILASE Page 76 11.1 lt P z Z ez C2 0 < • Ci WA d 0 0 0 0 2 z p t z 0 6 8 ‘0 10 u, XL in 2 10 b . 0 — A / / I 0 X pma 0 0 (6 CC — 0C 4C 0 z I 0 0 0 0 < z < b 0 olit „ = • • • • Structures America Innovative Engineering PLC 2240 NW 164th Street Edmond, OK 73013 Phone : (405) 285-5511 Fax (405) 285-5534 www.SAI-Enrg.com At. • JOB NO. SHEET NO OF f PROJECT COMPUTED BY DATE CHECKED BY t DATE ' r SUBJECT kric,,e1 E rT, - " '';;1 Hi .1! ' " 4 r ..1,1041 4" t I 440: r tit /44t‘4' 14/ I 4 r I " r C • 0 Tedds" Project Round 1 Bowling:Seattle Job age 10ti of 11 ti 14032 Section Cross bracing design @ Kitchen Hood (Ref.7/S4.0) Sheet no./rev. 1 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method Tedds calculation version 1.0.05 Column and loading details Column details Column section Design loading Required axial strength Maximum moment about x axis Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis in 0 4 F -- 1.58"-_.__—►� C 4x5.4 Pr = 0 kips (Compression) Mx = 0.0 kips_ft My = 0.0 kips_ft Vry = 0.0 kips Vrx = 0.0 kips Material details Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength F„ = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx = 90 in For buckling about y axis Ly = 90 in For torsional buckling LZ = 90 in Effective length factors For buckling about x axis Kx = 0.60 For buckling about y axis Ky = 0.60 For torsional buckling KZ = 0.60 • Ted s Project Round 1 Bowling:Seattle J140329e 107 of 116 Section Cross bracing design @ Kitchen Hood (Ref.7/S4.0) Sheet no./rev. 2 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Section classification Section classification for local buckling (cl. B4) Critical flange width Width to thickness ratio of flange Depth between root radii Width to thickness ratio of web Compression Limit for nonslender flange Limit for nonslender web Slendemess Member slenderness Slendemess ratio about x axis Slendemess ratio about y axis b=br=1.580in ar=b/tr=5.338 h=d-2xk=2.500in ?.w = h / tw = 13.587 %1rrc=0.56x4(E/Fy)=13.487 The flange is nonslender in compression 7trwc= 1.49 X 4(E / Fy) = 35.884 The web is nonslender in compression The section is nonslender in compression SRx=KxxLz/rx=34.6 SRy=KyxLy/ry=121.6 Reduction factor for slender elements Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Fex = (x2 x E) / (SRx)2 = 238.9 ksi Flexural buckling stress about x axis Fax = Qx x (0.658o'"Fy1Fex) x Fy = 45.8 ksi Nominal flexural buckling strength Prix = Fax x Ag = 72.4 kips Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Fey = (x2 x E) / (SRy)2 = 19.3 ksi Flexural buckling stress about y axis Fay = 0.877 x Fey = 17.0 ksi Nominal flexural buckling strength Pny = Fay x Ag = 26.8 kips Torsional and flexural -torsional buckling (cl. E4) Elastic torsional buckling stress Fez = [ x E x Cw / (Kz x Lz)2 + G x J] / (Ag x r 2) = 96.2 ksi Torsional/flexural-torsional elastic buckling stress Fet = (Fex + Fez) / (2 x H) x [1 - 4(1 - 4 x Fex x Fez x H / (Fex + Fez)2)] Fet = 84.3 ksi Torsional/flexural-torsional buckling stress Nom. torsional/flex-torsional buckling strength Allowable compressive strength (cl. El) Safety factor for compression Fat = Qz x (0.658QzxFy1Fet) x Fy = 39.0 ksi Pot = Fort xAg=61.6kips S2c = 1.67 Tedds Project Round 1 Bowling:Seattle Job Riga 108 of 116 14032 Section Cross bracing design @ Kitchen Hood (Ref.7/S4.0) Sheet no./rev. 3 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Allowable compressive strength Po = min(Pnx, Pny, Pm) / an = 16.1 kips PASS - The allowable compressive strength exceeds the required compressive strength • Te005 Project Round 1 Bowling:Seattle Job age 110 of 116 14032 Section Cross bracing design @ partition wall -Seismic nplane load Sheet no./rev. 1 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360-10 and the ASD method Column and loading details Column details Column section Design loading Required axial strength Material details L 6x4x0.3125 Pr = 1 kips (Compression) Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Angle details Length between work points L = 48.0 in Connected leg Long Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width Maximum width to thickness ratio b = max(Li, L2) = 6.000 in .=b/t=19.200 Compression Limit for nonslender section 7tr c = 0.45 x 4(E / Fy) = 10.837 Tedds calculation version 1.0.05 The section is slender in compression 1110 Tedds Project Round 1 Bowling:Seattle Job �9ige 111 of 11 6 14032 Section Cross bracing design @ partition wall -Seismic nplane load Sheet no./rev. 2 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Slendemess Slenderness (cl. E5) Slenderness ratio SR = 72 + 0.75 x L/ ry = 102.8 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs = 1.34 - 0.76 x (b / t) x 4(Fy / E) = 0.734 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qa = 1.0 Resultant reduction factor Reduction factor Q = Qs x Qa = 0.734 Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression Allowable compressive strength Fe=(7t2xE)/SR2=27.1 ksi F« = Q x (0.658(2xFy/Fe) x Fy = 20.8 ksi Pn = F« x A9 = 63.1 kips Ste = 1.67 Pc=Pn/S2c=37.8kips PASS - The allowable compressive strength exceeds the required compressive strength . Tedds" Project Round 1 Bowling:Seattle JobPie 112 of 116 14032 Section Cross bracing design @ partition wall -wind out of plane Sheet no./rev. 1 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date STEEL COLUMN DESIGN In accordance with AISC360.10 and the ASD method • iD Column and loading details Column details Column section Design loading Required axial strength Material details L 6x4x0.3125 Pr = 2 kips (Compression) Steel grade A992 Yield strength Fy = 50 ksi Ultimate strength Fu = 65 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Angle details Length between work points L = 132.0 in Connected leg Long Type of member Individual Section classification Section classification for local buckling (cl. B4) Critical width Maximum width to thickness ratio b = max(L,, L2) = 6.000 in = b/t= 19.200 Compression Limit for nonslender section A.r= 0.45 x 4I(E / Fy) = 10.837 Tedds calculation version 1.0.05 The section is slender in compression ,.. Te005 Project Round 1 Bowling:Seattle Job �f-ee 113 of 116 14032 Section Cross bracing design @ partition wall -wind out of plane Sheet noJrev. 2 Calc. by Vivek Date 9/2/2014 Chk'd by Date App'd by Date Slenderness Slendemess (cl. E5) Slenderness ratio SR= 32 + 1.25 xL/ry= 173.0 Reduction factor for slender elements Reduction factor for slender unstiffened elements (E7.1) Reduction factor Qs=1.34-0.76x(b/t)x'J(Fy/E)= 0.734 Reduction factor for slender stiffened elements (E7) There are no stiffened elements therefore: - Reduction factor Qs = 1.0 Resultant reduction factor Reduction factor Q = Qs x Qs = 0.734 Compressive strength Compressive strength (cl. E3) Elastic critical buckling stress Flexural buckling stress Nominal compressive strength Allowable compressive strength (cl. El) Safety factor for compression S2c = 1.67 Allowable compressive strength Pc = Pc / S2c = 15.2 kips Fe = (n2 x E) / SR2 = 9.6 ksi Fix =0.877xFe=8.4ksi Pc = Fcr x A9 = 25.4 kips PASS - The allowable compressive strength exceeds the required compressive strength CORNERSTONE AR CHITECTURE Change Directive Letter Date: April 23, 2015 Project: Round 1 — Southcenter Tukwila, WA The following changes and clarifications are made to the project plans: Revised Items 1. Revised attachment details for exterior decorative panels at East entry. Attachments Issuing sheets — SK1 and SK2. End of document BEVIStON NO: z b1ot98 1601 SW 89TH SUITE G100 - OKLAHOMA CITY, OK 73159 P 405.609.6161 — F 405.601.6810 www.CA-OK.com Change Directive 09 RECEIVED CITY OF TUKWILA MAY 122015 PERMIT CENTER 1/111 CORNERSTONE ARCHITECTURE Change Directive Letter Date: April 16, 2015 Project: Round 1 — Southcenter Tukwila, WA The following changes and clarifications are made to the project plans: Revised Items Change Directive 08 1. Moved pin sculpture from south side of entrance to north side of entrance, refer A-001 and A-201. 2. Removed cast stone bases at entrance columns, refer A-201 and A-202. 3. Removed decorative screen from around existing transformer, refer A-201 and A-202. 4. Revised all Aluminum composite panels to EIFS, refer A-201 and A-202. 5. Removed all Gyp. Bd. fireblocking from under lanes, refer A-109. 6. Added fire blocking insulation fill under lanes, refer A-109. Attachments Reissuing sheets — A-001, A-109, A-201 and A-202. Note: Contractor shall note receipt of this and all addendums on bid documents. End of document 1601 SW 89TH SUITE G100 - OKLAHOMA CITY, OK 73159 P 405.609.6161 — F 405.601.6810 www.CA-OK.com REVISION NOLL bi'oiqg RECEIVED CITY OF TUKWILA APR 2 0 2015 PERMIT CENTER City of Tukwila Department of Community Development 3/2/2015 SHANE LABETH 1601 SW 89 ST, STE G100 OKLAHOMA CITY, OK 73159 RE: Permit No. D14-0198 ROUND ONE BOWLING & AMUSEMENT 2351 SOUTHCENTER MALL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/26/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/26/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0198 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Reid iddleton October 6, 2014 File No. 262014.005/00803 Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Round 1 Bowling & Amusement (D14-0198) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERIN PLANNING SURVEYING RECEIVED CITY OF TUKWILA OCT 092014 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. The comments below do not require a response from the permit applicant. Individual revised structural sheets were submitted in response to our second plan review and inserted into the original drawing sets. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: SO.0, S 1.0, S2.0, S3.0, S4.0, S4.1, S5.0, ST1. Note that revised structural sheets were submitted for all of the original structural sheets. New structural sheets not included in the drawings that we reviewed initially were also submitted with the revised drawings for insertion into the original drawing sets. These new sheets are: ST1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Seismic anchorage for roof top mechanical units. 2. Plywood web joists at bowling lanes approach and pinsetters. 3. Plywood decking above bowling lanes approach and pinsetters. 4. Armstrong ceiling clouds design. 5. Joist reinforcement design. EVERETT 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila October 6, 2014 File No. 262014.005/00803 Page 2 Structural special inspections. Special inspections by qualified special inspectors should be provided. We assume the prefabricated structural steel members will be fabricated by registered and approved fabricators. The following is a summary: 1. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Section 1705.3. 2. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. 3. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5 and Structural Submittal below. 4. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. 5. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. 6. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. 7. Welding of steel threaded rods, where applicable: periodic. See also IBC Section 1705.2 and Structural Submittal below. 8. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. 9. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. Structural submittals. Reports, certificates and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. The following is a summary: 1. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. General Reid iddleton Mr. Hight, Building Official City of Tukwila October 6, 2014 File No. 262014.005/00803 Page 3 1. Existing joist strengthening details 1, 1A, 1B, 1C and 1D shown on sheet S4.1 are not covered by this permit submittal. Joist strengthening design shall be submitted to the city as a deferred submittal. Enclosed are two sets of the revised drawings, correspondence from the design team, and structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin Hammer, P.E., S.E. Senior Engineer KA 32 ikrattA., Sabina Surana, P.E. Project Engineer Enclosures cc: Shane Labeth, Cornerstone Architecture (by e-mail) Syam Sundar Mannava, Structures America Innovative Engineering (by e-mail) Allen Johannessen, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) Jerry Hight, City of Tukwila (be e-mail) o:\doc\26\planrevw\tukwila\14\t008r3.doc\ss Reid iddleton DATE: September 11, 2014 PROJECT: Round One Bowling & Amusement at 1368 Southcenter Mall PERMIT NO: D14-0198 A Transportation Impact Fee applies to this permit. Per City Ordinance no. 2318 / Development Agreement no. 10-116. Westfield has provided a traffic analysis for this project and elected to use Banked Trip Credits. Trip generation was calculated using the ITE Trip Generation manual - 9th edition. Westfield has provided a ledger of Banked Trip Credits and trips remaining under the Trip Ceiling. Public Works has reviewed the traffic analysis provided by Westfield (Transportation Solutions, Inc. — dated March 31, 2014) and accepts the trip credits in the amount of 43 net new PM peak hour trips generated. Per City of Tukwila Ordinance no. 2318 / Development Agreement no. 10-116 - Sec. 3-3.1 Concurrency Approval; Traffic Concurrency is met and there is no Traffic Concurrency Test Fee owing for this project. Page 1 of 1 Westfield Ledger of Trip Credits per Development Agreement Approved by Ordinance 10-116 ADDITION DATE DESCRIPTION (WITHDRAWAL) BALANCE 12/06/2010 Initial Establishment of Credits per Ex. C of Develoment Agreement Banked Trip Credits -194 Prepaid Balance of Trips - 285 Total Credit Credits 479 479 479 09/10/2013 Apply Credit to Buffalo Wild Wings Net New Trips Generated - 27 9/ /2014 Apply Credit to Round 1 Net New Trips Generated - 43 (27) 452 (43) 409 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 11, 2014 Shane Labeth Cornerstone Architecture 1601 SW 89th St, Suite G100 Oklahoma City, OK 73159 RE: Correction Letter #2 Development Permit Application Number D14-0198 Round One Bowling & Amusement — 2351 Southcenter Mall Dear Mr. Labeth, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File No. D14-0266 W:\Permit Cente,\Correction Letters\2014\D14-0198 Correction Letter #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Round One Bowling & Amusement D14-0198 Review Memo #2 1) Please resubmit your response to review memo #1 providing only the pages that needed modification and cloud all changes on each page. 2) New pages should be noted as such and the note should be clouded. 3) References to the current building code should be per the 2012 IBC and not the Seattle Codes. PSA CONSULTING ENGINEERS, INC. Date: September 4, 2014 PSA Project No: 14.16 To: Cornerstone Architecture Attn: Shane Labeth RE: Round 1 — Round One 1368 Southcenter Mall — PG14-0106 Subj: Building - PW Department Review D14-0198 The following responses are to comments received regarding the above project and tagged with original comment number: Item 4 We have modified grease interceptor detail and partial site plan. Michael J. Fair, P.E. Mechanical Engineer mfairftsaokc.com CORRECTION LTR# bt*.oicie RECEIVED CITY OF TUKWILA SEP 0 8 2014 'ERMIT CENTER City of Tukwila Department of Community Development August 06, 2014 SHANE LABETH 1601 SW 89 ST, STE G100 OKLAHOMA CITY, OK 73159 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D14-0198 ROUND ONE BOWLING & AMUSEMENT - 2351 SOUTHCENTER MALL Dear SHANE LABETH, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Dave Larson at 206-431-3678 if you have questions regarding these comments. • 1) On page SO.0, in the table for Required Verification and Inspection of Steel Construction, the code reference is 2011 Country of Seattle Building Code. We are using the 2012 International Building Code and the plans and all references should be per that code. • 2) On page A-801 the section for justification of arcade occupant load uses 20 feet per person but apparently 15 was used as shown in the occupant calculation box on the floor plan. Please change the side note to 15 as this was what we agreed to in the meeting with you in our office. • 3) The arcade area occupant load is based upon net free area deducting the space consumed by arcade equipment. You used 50% as the net free area. I liberally calculated the size of the equipment and concluded that the net free area is 66%. This equates to an occupant load of 553 for the arcade area. Please check your net free area calculations and revise the occupant load as necessary. I will need to see how you calculated the % of net free area to justify a different calculation than mine. • 4) Please explain the use of the Redemption area room 222. An occupant load factor of 30 net was used. The only item in table 1004.1.2 using this occupant load is exhibit gallery and museum. 15 net may be more appropriate for this space and two exits would be required from this room. The Building Official (Jerry Height) will need to approve occupant loads proposed when questionable or without adequate justification. • 5) I could not find an occupant load added for the Concourse area 230 and Guest Counter 220.Please calculate and add to the total occupant load count. • 6) The bar seating areas all show fixed seating but the plan appears to show movable tables and chairs with the exception of the bar stool area at the bar counter. Please see the definition of fixed seating in chapter 2 of the IBC. Recalculate the occupant load for this area or show fixed seating. • 7) The pool tables show an occupant load of 4 per table. This area should be calculated the same as for the arcade area. • 8) Under egress information on page A-801, 3 exits are listed but I count 4 exits including the main entry stairway. Note that this stairway is required to handle V2 of the total occupant load per section 1028.2. Please verify the number of exits and the width of the main entry stairway per revised occupant loads. • 9) Please provide a main egress path on the floor plan of page A-801. We prefer to show this as a shaded path that connects to the exits. When a person steps into this path, it should lead them to two exits in two distinct directions. This path will need emergency lighting complying with intensity levels as required in section 1006.3. Please note this requirement on the plan of this page. All points in the assembly areas must be within 75 feet of this path. All points in other areas must be within 100 feet of this path. See section 1014.3 Common path of egress travel. • 10) There are three points in the space that do not meet the common path of egress distance limits. They are the most remote points of room 210, 201 and service aisle 234. If the main egress path is routed near the door leaving the service aisle 234, the most remote point may be within the 100 ft. limit. • 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 >„i-0 tA0 • 11) The bowling lanes are constructed with combustible framing as allowed per section 805.1.1. This section • requires the concealed space under the lanes to be filled with non-combustible material or fireblocked per section718. Section 718.2.7 has a special exception for fireblocking in a bowling facility. This section does not eliminate the need for sprinklers in combustible concealed spaces in buildings required to be sprinklered. Per our Tukwila Fire Dept., exceptions to sprinklering these concealed spaces would include filling the space with non- combustible material or using fire -retardant wood materials. If the voids are filled with non-combustible materials, the ball returns would need drywall on both sides and the top or some other non-combustible material to make the ball return a non-combustible space which is also an exception to eliminate the need for sprinklers. Sprinklers may not be feasible as access would be required for maintenance. Please revise plans and details to show the method of compliance proposed. • 12) The structural design and calcs. for the bowling lanes cannot be submitted as a deferred submittal. Please include this information in your response to our structural reviewer Reid Middleton.13) Please provide a door hardware schedule as noted in header of door and window remarks. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • 1. Signage is approved through a separate permit. Please review the comments from the Pre -Application meeting held on February 20, 2014. The wall signage and banners are not permitted on the north wall as there is no public entrance on that side of the building. The bowling pin scuplture may not be allowed - it is considered a free standing sign and will need to be reviewed as part of the sign permit. Please review TMC 19, the City's sign code d apply for signs using the City's sign application found at:http://www.tukwilawa.gov/dcd/dcdplan.html. Is the equipment on the roof screened? If not, please provide screening. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: July 18, 2014 PROJECT: Round One Bowling & Amusement at 1368 Southcenter Mall 1st Review Comments PERMIT NO: D14-0198 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. david.mcpherson@tukwilawa.gov 1. Per City of Tukwila Ordinance no. 2318 (ordinance / agreement) - Sec. 3-3.1 Concurrency Approval; Traffic Concurrency application and test fee is not required; provided that Transportation Impact fees are paid, if owing, as part of this Building permit. 2. A Transportation Impact Fee applies to this permit. Per City Ordinance no. 2318 — Westfield Mall may apply Trip Credits for this project. Westfield would need to provide Public Works with a traffic analysis for review. (see enclosed City of Tukwila Ordinance no. 2318) Westfield would need to provide a ledger of Banked Trip Credits and trips remaining under the Trip Ceiling. 3. If a traffic analysis is not submitted to Public Works for Trip Credits, then a Transportation Impact Fee applies to this permit. Transportation Impact Fee would be based on any new net P.M. Peak Hour Trips per the 9th edition ITE Manual. 4. Apply for a Public Works permit for the new outside grease interceptor. See sample civil plan sheets D1.0 & C3.0 enclosed. Grease interceptor shall be double baffle per City standard detail SS-14. (See enclosed.) Only gray water from sinks, floor drains, drains under garbage compactors are routed through the interceptor. DO NOT route dishwashers through the interceptor. 5. As part of the Public Works permit, provide a permit fee estimate sheet. (For Public Works activities only including — erosion control, outside grease interceptor, and any other water/sanitary sewer/storm drainage work outside the building. (see enclosed Public Works Bulletin A2 enclosed) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments aboN.. in an itemized format with applicable revised plans, specifications, and/or other • documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0198 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 I: eid iddleton July 31, 2014 File No. 262014.005/00801 Revised RECEIVED 012014 COMMUNI I Y Mr. Hight, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal, Revised Round 1 Bowling & Amusement (D14-0198) Dear Mr. Hight: CIVIL ENGINEERING STRUCTURAL ENGINEERIN PLANNING SURVEYING We reviewed the proposed project for compliance with the structural provisions of the 2012 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The design team should address the comments below. Responses to the review comments below should be made in an itemized -letter form. We recommend that the permit applicant have the structural engineer respond and resubmit two full-sized sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Architectural 1. Structural deferred submittals. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance of additional permits. See IBC Section 107.3.4.1. See also structural general comments below. The following is a summary: a. Seismic anchorage for roof top mechanical units. LVERIT1 728 134th Street SW Suite 200 Everett, WA 98204 425 741-3800 www.reidmiddleton.com Mr. Hight, Building Official City of Tukwila July 31, 2014 File No. 262014.005/00801 Revised Page 2 Structural General 2. Structural special inspections. Special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1705.11. We assume the prefabricated structural steel members will be fabricated by registered and approved fabricators. See IBC Section 1704.2.5.2. The following is a summary: a. Installation of steel anchor bolts/rods in concrete: continuous. See also IBC Section 1705.3. b. Installation of concrete expansion anchors, where applicable: in accordance with qualifying report of evaluation service (e.g., ICC-ES). See also IBC Section 1705.1.1. c. Fabrication of structural steel other than prefabricated structural steel members: periodic. See also IBC Section 1704.2.5 and Structural Submittal below. d. Installation of structural steel: periodic. See also IBC Section 1705.2 and AISC 360-10 Section N5. e. Welding of structural steel members for single -pass fillet welds (maximum 5/16-inch): periodic. See also IBC Sections 1704.2.5 and 1705.2 and AISC 360-10 Section N5. f. Welding of structural steel members for other than single -pass fillet welds (maximum 5/16-inch), where applicable: continuous. See also IBC Sections 1704.2.5 and 1705.2. g. Welding of steel threaded rods, where applicable: periodic. See also IBC Section 1705.2 and Structural Submittal below. h. High -strength bolting of structural steel members other than for slip -critical: periodic. See also IBC Section 1705.2. i. Fastening and welding at cold -formed, steel -framed, lateral -force -resisting system: periodic. See also IBC Section 1705.11.3. 3. Structural submittals. Reports, certificates, and other documents related to structural special inspections and tests should be submitted by the contractor to the city of Tukwila. The certificates of compliance are required to state that the work was performed in accordance with the approved construction documents. See IBC Sections 107.1, 107.3.4, and 107.3.4.1. See also the structural general comments below. The following is a summary: Reid iddleton Mr. Hight, Building Official City of Tukwila July 31, 2014 File No. 262014.005/00801 Revised Page 3 a. Submittal of certificates of compliance from the fabricators of structural steel members at the completion of fabrication. See also IBC Sections 1704.2.5 and 1704.2.5.2. Vertical 4. In the structural calculation for the capacity checks of the existing joist girder for the proposed new floor loading, it appears that the existing joists have been checked with reduced live loads. Per ASCE 7-10, Section 4.7.6, live loads shall not be reduced in assembly uses. The existing joist girder load rating calculation should be revised. See also IBC Table 1607.1. 5. The new beam "Beam 1" calculations included in the structural calculation package show new beams W18x40 between grids 4-5 and grids 5-6 and W16x26 between grids 6-7 at 5.6 feet on center are required at the second floor level to supplement the existing floor joists for new floor loading. However, W18x40 beams are not shown on sheet S 1.0. Sheet S 1.0 should be revised to include supplement floor beams per structural calculations. 6. The connection design for supplemented steel floor beams to existing steel girders are not included in the structural permit submittal package. Structural calculations and drawings should be revised to provide beam connection design and details. 7. The design drawings and calculations regarding the wood floor framing shown on Sheet S 1.0 as "wood framing and floor by bowling vendor" shall be submitted for review. See IBC Section 1604.2. Lateral 8. Sheet SO.0 General Loading Note 2.A shows the basic wind speed of 90 mph. The basic wind speed for the project location should be 115 mph for Risk Category III. See IBC Section 1609.3. 9. The seismic analysis section of the structural calculation package shows the Lateral Force Resisting System (LFRS) of the existing building to be Ordinary Reid iddleton Mr. Hight, Building Official City of Tukwila July 31, 2014 File No. 262014.005/00801 Revised Page 4 Concentrically Braced Frames (OCBF). However, the response modification factor, R, of 5 was used to determine the seismic forces. The determination of seismic forces in the calculations should be revised by using the appropriate R factor for OCBF. See IBC Section 2205. 10. The structural calculation of the Kitchen Hood shows the seismic bracing for the hood is designed for out -of -plane loading for 10 psf. However, the detail 7/S4.0 shows the maximum weight of it is 1,200 pounds. The design of seismic bracing and the anchorage to L3x3x1/4 should be revised to include the weight of hood. 11. Detail 3/S4.0 shows the Video Projector is being braced with four 8-gage hanger wires. However, the structural calculations for the hanger braces are not provided in the structural calculation package. Substantiating structural calculations should be provided to show the adequacy of the brace strength for design load. 12. Detail 1/S4.1 shows details for the strengthening of existing open -web steel joists. However, structural calculations for the joist strengthening are not provided in the structural calculation package. Substantiating calculations should be provided to show that the joist strengthening is adequate for the proposed additional loads. 13. The location of the existing joists that are being strengthened per detail 1/S4.1 is not shown on the plans. Structural drawings should be revised to show the location of the required floor strengthening. 14. Details 7/S3.0 and 9/S3.0 show the pinsetter, with maximum weight of 51001bs, is being connected to the existing floor and the new raised floor. Substantiating structural calculations should be provided to show the proposed connections are designed for the seismic overturning moment induced by the pinsetter. 15. Details 7/S3.0 show the pinsetter is connected to existing concrete -on -metal deck floor using Simpson `PDPW-250' strong bolts. Simpson strong -tie powder - actuated fasteners are not suitable for use with structural components that are subjected to seismic loads. See ESR-2138. The pinsetter connection to concrete floor detail should be revised. Reid iddleton Mr. Hight, Building Official City of Tukwila July 31, 2014 File No. 262014.005/00801 Revised Page 5 16. Detail 4/S4.01 does not provide seismic bracing for the new partition wall. Structural calculations and the drawings must be provided to show the seismic bracing for the partition wall. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Corbin M. Hammer, P.E., S.E. Senior Engineer YI.D� 2(44Pit44-64- Sabina S. Surana, P.E. Project Engineer cc: Shane Labeth, Cornerstone Architecture (by e-mail) Syam Sundar Mannava, Structures America Innovative Engineering (by e-mail) Jerry Hight, City of Tukwila (by surface mail and e-mail) Brenda Holt, City of Tukwila (by e-mail) ehw\o:\doc\26\planrevw\tukwila\ 13\t008r 1 r 1.doc\ss Reid iddleton July 21, 2014 Gregg Berwin Westfield / Development Director 2049 Century Park East, 41st Floor Los Angeles, CA 90067 Subject: Westfield Southcenter Mall Parking Calculation Update Dear Mr. Berwin: 1505 WESTLAKE AVE. N. T 206.522.9510 SUITE 305 F 206.522.8344 SEATTLE, WA 98109 WWW.PACLAND.COM SENT VIA EMAIL As you are aware, PACLAND has been providing support to the redevelopment of Southcenter Mall over the past 10 years. The most recent update to the parking was in July of 2013 which involved the potential development of the Macy's parcels (Red Lobster/Seasons 52). As requested, the parking calculation has been revised as follows: 1. The Red Lobster/Seasons 52 building square footages have been removed. 2. The Red Lobster/Seasons 52 parking impacts have been removed. 3. Buffalo Wild Wings (BWW) parking has been field verified and updated in the parking totals. 4. The Mervyns' occupied square footage remains unchanged. The previous parking study contemplated the entirety of the Mervyn's to be occupied. 5. The updated parking yields a surplus of 301 parking stalls based on the new parking standards in TMC 18.28.260.B. Table 5. If you have any questions or comments related to this matter, please contact me at 206 522- 9510. Thank you. Sincerely, Bill Fortunato, P.E. Principal Attachment SOUTHCENTER Southcenter Parking Calculations Existing Mall Square feet' Anchor Stores: Per Lease Plans JC Penney 240,603 Macy's 250,407 Sears 169,390 Nordstrom 171,275 Seafood City/Round 1 Building/TBD Tenant Building 86,115 Subtotal Anchor Stores Specialty Shoos: Level 1 Level 2 Level 3 460,720 132,404 73,404 917,790 sf Subtotal Specialty Retail 666,528 sf Pad Buildings: Cheesecake Factory 10,209 Fidelity 7,451 Olive Garden 6,591 Bahama Breeze 9,964 Firestone 10,813 Post Office 4,433 Key Bank 4,277 Bank of America 7,451 Buffalo Wld Wngs 8,451 Subtotal Pad Buildings 69,640 sf Total Gross Square Footage 1,653,958 sf Parking required per TMC 18.28.260.B Table 5 4.0 PER 1,000 GSF 6616 stalls Existing Parking as of 3/6/14 4.18 6917 stalls Surplus Parking 301 stalls 'Square footage is the Gross Leaseable Area (GLA) from the various leases with the major tenants S:\Washington\TUKWILA\Westfield44reports\Parking Study\Parking Calculation 140721 (Round 1 Update) 8/18/2014 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 15, 2014 Dave Swanson Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Supplemental Structural Review Development Permit D14-0198 Round One Bowling & Amusement (Tenant Work) Dear Mr. Swanson, Please review the enclosed set of plans and documents for structural compliance with the 2012 International Building Code. As always, once all items have been reviewed and deemed correct, please provide two approved sets of approved plans and calculations with original approval stamps back to the Permit Center, attention Building Official. If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670, extension 1. Sincerely, tAA encl File: D14-0198 W:\Pennit Center\Structural Review\D14-0178 Structural Review.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Food and Facilities Program 401 Fifth Avenue, Suite 1100 Seattle, WA 98104-1818 206-296-4632 Fax 206-296-0188 TTY Relay: 711 www.kingcounty.gov/health July 14, 2014 Shane Labeth Cornerstone Architecture 1601 SW 89th St., Suite G100 Oklahoma, OK 73159 Public Health ki* Seattle & King County RECEIVED CITY OF TUKWILA AUG 0 6 2.;4 PERMIT CENTER Re: PLANS AND SPECIFICATIONS FOR: Round 1 Bowling and Amusement, 2800 Southcenter Mall, Tukwila, WA 98188 SR1355222 PIE 6713 (Risk 3) Dear Mr. Labeth: The plans and specifications for the proposed new operation have been reviewed and, in accordance with the provisions of Title 5, the Code of the King County Board of Health (The Food Code) are hereby APPROVED and subject to the following conditions: • All prep sinks, espresso machine, and ice machine must be indirectly plumbed. Plumbing systems must be designed, constructed, and installed according to law (applicable local, state, and federal statutes, regulations, and ordinances). • Hot water generation and distribution systems must be sufficient to meet the peak hot water demands throughout the food establishment. • No changes shall be made without Health Department approval. Your establishment has been assigned the following plan review service number (SR1355222). Please use this SR# in all future contact with us. As required in The Food Code, upon completion of the construction and before opening for business, the food service establishment operator/owner shall: 1. Complete an application for the annual operations permit if you do not have a current permit. Include a copy of this letter when applying for the annual permit. Please call me prior to paying for your permit to verify the correct fee amount. Please be advised that the penalty for commencing operation of a food service establishment without the required permit is 50% of the applicable permit fee. 2. Obtain a pre -operational inspection approval. Contact me at 206-263-8484 at least one week in advance to schedule a pre -operational inspection. Be sure all other inspections (plumbing, building, etc.) are done before you call the Health Department for an inspection. This approval letter only addresses the equipment, plumbing fixture locations and finishes. It does not include piping, grease traps, back flow prevention or other piping systems. Your application for a food service establishment permit from Public Health - Seattle & King County may be approved during this inspection; however, it is the responsibility of the food service establishment operator/owner to obtain all necessary permits and approvals from other agencies. For example, applicants in the City of Seattle must go to Seattle Dept. of Planning and Development (DPD) to check if a building permit is required. Operating the establishment without these required permits or approvals may subject the operator/owner to legal action by the appropriate agencies. If the establishment is opened without the Page 2, Plan Approval Letter for Round 1 Bowling and Amusement, 2800 Southcenter Mall, Tukwila, WA 98188 Health Department pre -operational inspection, it may be subject to closure. Failed pre -operational inspections will require a $402 fee (plus $201 per hour after two hours) for a repeat inspection. Please be aware that additional hourly fees will be charged if the total plan review and pre -operational inspection goes beyond the base four (4) hours for this proposed new operation. An invoice will be sent to you after the pre -operational inspection and must be paid immediately. Contact your local building department or water district if pre-treatment facilities are required when wastewater contains more than 100 parts per million by weight of fat, oil or grease of animal, vegetable or mineral petroleum origin. If you have any questions, please do not hesitate to contact me. Thank you for your compliance in this matter and 1 look forward to working with you. Regards, Pat Murphy Health and Environmental Investigator III Food Plan Reviewer Public Health - Seattle and King County 401 Fifth Avenue, Suite 1100 Seattle, WA 98104-1818 Patrick.murphv a(�kingcounty.aov 206-263-8484 Fax: 206-296-0189 Enclosures 8250 - 165th Avenue NE Suite 100 Redmond, WA 98052-6628 T 425-883-4134 F 425-867-0898 www.tsinw.com March 31, 2014 Mr. Gregg Berwin Development Director Westfield 2049 Century Park East, 41 st FL Los Angeles, CA 90067 Subject: Westfield Southcenter — Roundl Trip Generation Dear Mr. Berwin, This letter summarizes our estimate of the net new PM peak hour trip generation associated with the Roundl bowling and entertainment use proposed to occupy a portion of the former Mervyns space at Westfield Southcenter, in Tukwila, Washington. Included in this letter is a description of the proposed use and an estimate of the PM peak hour trip generation with supporting explanation and backup illustrating how this estimate is consistent with the approach used as part of the Westfield Southcenter Final EIS and the development agreement between Westfield and the City of Tukwila. Project Description - Roundl is a bowling alley and entertainment business. While the central activity is bowling, other activities including billiards, ping-pong, darts and video games are part of the activities offered. There is also food service that is designed to serve the customers while they are engaged in these various activities. Roundl is proposing to occupy 42,769 square feet with a ground -level retail lobby and an upper -level bowling alley, entertainment, and food service area. Trip Generation - The description of Roundl above is essentially the same as the description found for a bowling alley land -use in the Institute of Transportation Engineers (ITE) Trip Generation, 9th Edition (please see the attached description). The gross PM peak hour trip generation for bowling alley use is determined by multiplying the PM peak hour trip generation rate (expressed in vehicle trips per 1000 sf by the gross floor area) times the gross floor area. This results in 73 PM gross PM peak hour trips (42,769 x 1.71 trips per 1000 sf = 73.13 PM peak hour trips). The gross trip generation for any customer based use in a mixed use development like Westfield Southcenter must be adjusted to reflect internally captured and pass -by trips. This approach is consistent with the Westfield Southcenter FEIS trip generation forecast. Internally captured trips involve those customers who are already at Westfield Southcenter and take advantage of an entertainment or restaurant establishment during their primary shopping trip. The Westfield Southcenter FEIS estimated internally captured trips to ancillary uses like restaurants, the cinema, and proposed hotel represent 25% of the gross PM peak hour trip generation for such ancillary uses. In this case, internally captured trips accounts for approximately 18 PM peak hour trips (73 gross trips x 25% = 18 PM peak hour trips). TSI Transpo utions, Inc. Gregg Berwin March 31, 2014 Page 2 of 3 Pass -by trips are those trips traveling on the adjacent road network which stop to do business (shop, eat, take advantage of a service, etc.) while on their way to another primary destination. The Westfield Southcenter FEIS used a 17% pass by rate for shopping center uses. Applying this rate to the gross trip generation, the pass -by trips were found to be 12 PM peak hour trips (73 gross PM peak hour trips x 17% = 12 PM peak hour trips). To determine the net new PM peak hour trip generation for the proposed Roundl use the gross PM peak hour trip generation is reduced by the number of internally captured and pass -by trips outlined above. This results in a net new trip generation of 43 net new PM peak hour trips. This trip generation forecast is summarized below in Table 1. Table 1, PM Peak Hour Trip Derivation Summary Gross Trips Internally Captured Trips Pass -by Trips Net New Trips 42,769 sf x 1.71 trips per 1000sf 73 gross trips x 25% 73 gross trips x 17% 73 gross trips -18 internally captured trips -12 pass -by trips 73 -18 -12 43 Westfield Southcenter is currently covered by a Development Agreement with the City of Tukwila related to transportation impacts. The Development Agreement was approved by the Tukwila City Council on December 6, 2010 (the "2010 DA"). The 2010 DA addresses transportation currency and Traffic Impact Fees (TIFs). Regarding transportation concurrency, the 2010 DA certified concurrency for future development at the Mall up to a Trip Ceiling of 4502 PM peak hour trips. As of the date of adoption of the 2010 DA, taking into account the development of Seafood City and the discontinuation of the former Mervyns, there were 346 PM peak hour trips remaining within this Trip Ceiling. Since the 2010 DA only one new project, Buffalo Wild Wings (BWW), has added trips toward the Trip Ceiling. BWW added 27 PM peak hour trips. As a result, there still remain 319 (346- 27) trips before the concurrency Trip Ceiling is reached. With the addition of 43 PM peak hour trips from Roundl, the Mall will remain well within the Trip Ceiling for transportation concurrency purposes with 276 trips (319-43). Regarding TIFs, the 2010 DA requires new development at the Mall to pay a TIF based on the City's TIF fee schedule in effect at the time of building permit issuance for the new project. However, the 2010 DA also confirmed that Westfield Southcenter had 479 trip credits through a combination of Banked Trip Credits from discontinuation of certain uses at the Mall and Prepaid Trips from Westfield Southcenter's dedication of right-of-way to the City for the Klickitat Gregg Berwin March 31, 2014 Page 3 of 3 project. These trip credits are documented in a Trip Ledger maintained by the City and Westfield Southcenter. Westfield Southcenter controls the application of these credits. Westfield Southcenter applied 27 trip credits from its Trip Ledger to the BWW project. As a result, there are 452 (479-27) credits remaining in the Trip Ledger. If Westfield Southcenter applied its trip credits to Roundl, there would be 409 (452-43) credits remaining in the Trip Ledger (assuming the City accepts the results of this trip generation analysis). I trust this provides you with the information you and your attorney need to move forward with permitting approval for this use. If you have any question regarding this anticipated scope of services, I encourage you to contact me at your earliest convenience so I can provide necessary clarification. Sincerely, Transportation Solutions, Inc. David D. Mar e Principal Attachments cc Brent Carson, Van Ness Feldman Gordon Derr w/attachments TRIP GENERATION MANUAL 9th Edition • Volume 2: Data Trip Generation Rates, Plots and Equations • Port and Terminal (Land Uses 000-099) • Industrial (Land Uses 100-199) • Residential (Land Uses 200-299) • Lodging (Land Uses 300-399) • Recreational (Land Uses 400-499) miciummor Ie nor Institute of Transportation Engineers • • Land Use: 437 Bowling Alley Description Bowling alleys are recreational facilities that include bowling lanes. A small lounge, restaurant and/or snack bar, video games and pool tables may also be available. Additional Data The sites were surveyed in the 1960s, the 1990s and the 2000s in California, Connecticut and Florida. Source Numbers 8, 400, 721 Trip Generation, 9th Edition • Institute of Transportation Engineers 821 Bowling Alley (437) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 5 Average 1000 Sq. Feet GFA: 23 Directional Distribution: 61% entering, 39% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 1.71 0.47 - 3.54 1.66 Data Plot and Equation Caution- Use Carefully - Small Sample Size T~Average Vehicle Trip Ends 90 60 --1 70 60 50 4() —1 30 20 - - - X 10 ----- 18 19 20 21 22 23 24 25 26 27 Actual Data Points Fitted Curve Equation: Not given X = 1000 Sq. Feet Gross Floor Area Average Rate R2 = 824 Trip Generation, 9th Edition • Institute of Transportation Engineers PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0198 DATE: 05/12/15 PROJECT NAME: ROUND ONE BOWLING & AMUSEMENT SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENTS: Building Division w ‘)0 Ak Oki= Public Works IAPC Fire Prevention Structural tiL 01/ Of& \111 Planning Division Permit Coordinator III PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/14/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/11/15 Approved Corrections Required Approved with Conditions i:1" Denied (corrections entered in Reviews) (ie: Zoning Issues) Not Lion:��1'1.1,� C �y��.�pµ S cJNe Dv' 1 ri �. �- S 1 c vv C ()Kea �.-1B44 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0198 DATE: 04/20/15 PROJECT NAME: ROUND ONE BOWLING & AMUSEMENT SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: xy 4'jlt io Building Division A ki '-tie-I Public Works Fire Prevention Structural Planning Division 11. Permit Coordinator III PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/21/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions DUE DATE: 05/19/15 C (corrections entered in Reviews) (ie: Zoning Issues) ❑ Denied Notation: 1 IG Wvti i Ce I 5 4A-- i 1 S� an I REVIEWER'S INITIALS: DATE: Permit Center, Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0198 DATE: 09/15/2014 PROJECT NAME: ROUND ONE BOWLING & AMUSEMENT SITE ADDRESS: 1368 SOUTHCENTER MALL Original Plan Submittal X Response to Correction Letter # X,2. Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1t'M o61 Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/16/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/14/14 Approved Corrections Required (corrections entered in Reviews) Notation: Approved with Conditions Denied (ie: Zoning Issues) ff REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0198 DATE: 09/08/14 PROJECT NAME: ROUND ONE BOWLING & AMUSEMENT. SITE ADDRESS: 2351 SOUTHCENTER MALL Original Plan Submittal Revision # X Response to Correction Letter # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: L. V� �14'� uildingsion' p(JL Ri1L Public Works Fire Prevention Structural ifkiC Planning Division IM ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/09/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required El (corrections entered in Reviews) Notation: Alatilivt'61 Approved with Conditions Denied (ie: Zoning Issues) C.OvvA Z 4-+ _" Sze DUE DATE: 10/07/14 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Q 4(4%- ` Departments issued corrections: Bldg- Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0198 DATE: 06/26/2014 PROJECT NAME: ROUND ONE BOWLING & AMUSEMENT SITE ADDRESS: VMS SOUTHCENTER MALL . 3S' X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: bL. Carr 1Z- L-s---IL1 Building Division gi \ 7 9 1 Public Works Fire Prevention Structural ■ • Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 07/01/14 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required L (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/29/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 8-L` IN Departments issued corrections: Bldg la— Fire ❑ P1ng-- PWV— Staff Initials: 12/ 18/2013 PROJECT NAME: -e uA t,w�cj.i PERMIT NO: I H —0 (' 8 SITE ADDRESS: .S J Soofik0— 1u l( ORIGINAL ISSUE DATE. to-?.0.,114 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIA S Summary of Revision: ' e- t c -- Cle•Ovny ej A, v..¢C. `1-1 to S S Received by:G,G, I. , ;,s,,,ti,,ti/ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INIT LS 2. S—(3—/s �G7 -)__k S - Revision: Summaryitet0V01.-1-- .e v\ s- d4w > ( (,f .e F l 0 2-}.p 1 i 0/, acle i v2 ?cal -el Received by:/it1-s n,S,".,, 2,'. (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04/23/2015 Plan Check/Permit Number: D 14-0198 Response to Incomplete Letter # Response to Correction Letter # ,/ Revision # 2 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Round 1 Bowling and Amusement Project Address: 2800 Southcenter Mall Suite 1600 Contact Person: Shane Labeth Phone Number: (405) 206-5720 Summary of Revision: Revised structural detail of exterior facade decorative panels. Refer attached SKI and SK2. RECEIVED CITY OF TUKWILA MAY 1 2 2015 PERMIT CENTER Sheet Number(s): Sheets SKI and SK2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications\Forms-Applications On Line \2010 Applications\7-2010 - Revision Submittatdoc Revised: May 2011 REVISION City of Tukwila SUBMIT1 Department of Commumty Developmen 6300 Southcenter Boulevard:, Suite 100 Tukwila, Washington 4S I SS Phone: 206-01-3670 Web site: lity,11,www.Tukwil#,,,,A&:.: Revision submittals must be submitttx1 in person at the Permit Center, Re \ the mail, fax. .etc. Plan Cheek Permit Number: Response to Incomplete Letter # Response to Correction Letter X Revision I, after Permit is Issued Revision requested by a City Building -Inspector or Plans Examiner Project Namc: Project Address: Contact Person: cif -0116 d e42 wit 4 oe4.1itAA--- 1.90.0 ou4r /611 • Guiie. 11116104. Letb444", Phone Number: 4D Z i* Ca64 Summary of Revision: 6‘471440 ci\f4z4\a-1$14*"--- Kwea fart, ?evsoNtr-0( 4p9.c../0.44t- 4641"4-#1 er,..„AccA llAtAro)6 Jru $‘rS ?e\45‘01 -4iKWt4t So41+ PA. titAile-0440W Corvi435 tafAS U./ ietiAtirtc#,n. Shet14ums)::: ' • 'on RECEIVED CITY OF TUKWILA APR 2 0 2015 PERMIT CENTER City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 09 . 12 .2 014 Plan Check/Permit Number: D 14 - 019 8 ❑ Response to Incomplete Letter # ▪ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ROUND ONE BOWLING & AMUSEMENT Project Address: 13 6 8 SOUTHCENTER MALL Contact Person: SHANE LABETH Phone Number: 4 0 5 - 6 0 9 - 6161 Summary of Revision: PLEASE REFER TO RESPONSE NARRATIVE 44\o 01001, nPrr4v.e #dA 6)CiT% )'ED UKWIL A SEP 15 2014 PERMIT CENTER Sheet Number(s): PLEASE REFER TO RESPONSE NARRATIVE "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on C:\Users\jennifer-m\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\DSTRCME6\Revision Submittal Form.doc Revised: March 2014 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-43 1 -3670 Fax: 206-431-3665 Web site: http://www.ei.izikwila.wa. us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail fax, etc. Date: Plan Check/Permit Number: D 14-0 198 Response to Incomplete Letter # ►1 Response to Correction Letter # 1. ❑ Revision # _ alter Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Round One Bowling & Amusement Project Address: 2651 ESouthcenter Mall Contact Person: <a+tk tt - l_.Ai ctL Summary of Revision: Phone Number: ' t " ct H i7F Tt,►cW 08 PERMIT CENTER Sheet Number(s): 2 t-- cip,o6A t e..4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on H \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: BARSTO CONSTRUCTION INC Page 1 of 2 Washington State Department of Labor & Industries BARSTO CONSTRUCTION INC Owner or tradesperson RUNYAN, JONATHAN J Principals RUNYAN, JONATHAN J, PRESIDENT WA UBI No. 603 444 125 1601 IRON ST NORTH KANSAS CITY, M064116 816-421-5677 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. BARSTCI862P4 Effective — expiration 10/28/2014-10/28/2016 Bond Hanover Insurance Company, The Bond account no. 1026386 $12,000.00 Received by L&I Effective date 10/28/2014 10/16/2014 Expiration date Until Canceled Insurance Charter Oak Fire Ins Co $1,000,000.00 Policy no. DTCO22789C3941 Received by L&I Effective date 10/24/2014 10/01/2014 Expiration date 10/01/2016 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603444125&LIC=BARSTCI862P4&SAW= 10/28/2014