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Permit D18-0265 - BOEING #9-55 - INTERIOR TENANT IMPROVEMENT
BOEING #9-55 LOBBY REMODEL 9725 E MARGINAL WAY S BLDG 9-055 018-0265 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 5624200990 Permit Number: D18-0265 9725 E MARGINAL WAY S BLDG 9-055 Issue Date: 12/17/2018 Permit Expires On: 6/15/2019 Project Name: BOEING #9-55 - REFRESH Owner: Name: Address: Contact Person: Name: Address: DESIMONE TRUST BOEING 1201 THIRD AVE STE #5010 C/O BNY MELLON NA, SEATTLE, WA, 98101 MARTIN PROBST PO BOX 3707; M/C: 46-208 , SEATTLE, WA, 98124 Contractor: Name: BOEING COMPANY, THE Address: 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 Phone: (206) 852-4985 Phone: (312) 544-2535 License No: BOEINC*294ML Expiration Date: 1/18/2019 Lender: Name: BOEING COMPANY Address: PO BOX 3707 , SEATTLE, WA, 98124 DESCRIPTION OF WORK: INTERIIOR TENANT IMPROVEMENT OF APPROXIMATELY 3,370 SQ FT. UPDATED ENTRANCE, LOBBY, RESTROOMS AND COLLABORATION AREA. MECHANICAL AND ELECTRICAL WORK TO SUPPORT NEW TENANT IMPROVEMENTS AND REPLACEMENT OF OUTDATED ROOFTOP AHU WITH LIKE AND KIND TO BE APPLIED FOR BY OTHERS. REMODEL INCLUDES A NEW EXTERIOR FREE-STANDING GLASS AND STEEL CURTAIN WALL, REVISED PUBLIC ENTRANCE PLAZA WITH UPDATED PARKING AND LANDSCAPING. PUBLIC EORKS ACTIVITIES INCLUDE EROSION CONTROL, LAND ALTERING AND LANDSCAPE IRRIGATION. (IRRIG DCVA IS EXISTING & LOCATED INSIDE THE BLDG). public works activities include Project Valuation: $1,000,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $20,276.06 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 293 Fill: 155 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: . at Date: V)-- l —(5 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: !1- Date: /..2--// 7/204" This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: 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. 6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: 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). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: 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. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: ***PUBLIC WORKS PERMIT CONDITIONS*** 21: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 22: 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. 23: 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. 24: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 25: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 26: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 27: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 28: Any material spilled onto any street shall be cleaned up immediately. 29: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 30: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 31: The Land Altering Permit Fee is based upon an estimated 300 cubic yards of cut and 225 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 32: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 33: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 34: It shall be verified in writing to the Public Works Inspector that the landscape irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. 37: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 35: 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) 36: 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) 38: Maintain fire extinguisher coverage throughout. 39: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 40: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 41: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 42: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1010.1.9.1) 43: 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 1013.1) 44: 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 "1", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in 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 1013.6.1) 45: 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 1013.6.3) 46: 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 1008.3.5) 50: 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) 48: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 47: 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). 52: 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) 51: 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) 53: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 54: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 55: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 49: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 56: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 57: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5010 CHANNELIZATION/STP 0301 CONCRETE SLAB 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL e-1 0201 FOOTING 0409 FRAMING 0606 GLAZING 5040 LAND ALTERING 5060 LANDSCAPE IRRIGATION 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 4037 SI -CAST -IN-PLACE 4000 SI -CONCRETE CONST 4046 SI-EPDXY/EXP CONC 4034 SI -METAL PLATE CONN 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4004 SI -WELDING 0406 SUSPENDED CEILING 0601 WALL INSULATION CITY OF TUKLA 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: v -)-2-`'1 Date Application Expires: 3-�2"s2 r 17 (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 King Co Assessor's Tax No.: 5624200990 Site Address: 9725 E Marginal Way S, Tukwila, WA 98108 Suite Number: 9-55 Bldg Floor: 1 Tenant Name: The Boeing Company New Tenant: ❑ Yes m ..No PROPERTY OWNER Name: Martin Probst - The Boeing Company Name: Desimone Trust Boeing City: Seattle State: WA Zip: 98124 Address: 9725 E marginal Way S Email: martin.r.probst@boeing.com City: Tukwila . State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication Name: Martin Probst - The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: (253) 657-4659 Email: martin.r.probst@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: 100 N Riverside; M/C 5003-4027 Cit: Chicago State: IL Zip: 60606 Phone: (206) 852-4985 Fax: (253) 657-4659 Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2019 Tukwila Business License No.: Id: \Applications\Forms-Applications On Line \2011 Applications\ Permit Application Revised - 8-9-11docx Revised: August 2011 bh ARCHITECT OF RECORD Name: The Boeing Company Company Name: DLR Group City: Seattle State: WA Zip: 98124 Architect Name: Scott Kruse Address: 51 University Suite 600 City: Seattle State: WA Zip: 98101 Phone: (206) 461-6015 Fax: Email: skruse@DLRGROUP.com ENGINEER OF RECORD Name: The Boeing Company Company Name: DLR Group City: Seattle State: WA Zip: 98124 Engineer Name: Scott Kruse Address: 51 University Suite 600 City: Seattle State: WA Zip: 98101 Phone: (206) 461-6015 Fax: Email: skruse@DLRGROUP.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Page 1 of 4 BUILDING PERMIT INFORMATt 4 — 206-431-3670 Valuation of Project (contractor's bid price): $ 1,000,000 Existing Building Valuation: $ 13,496,100 Describe the scope of work (please provide detailed information): Interior tenant improvement of approximately 3370 SQFT. Updated entrance, lobby, restrooms, and collaboration areas. Mechanical and electrical work to support new tenant improvements and replacement of outdated rooftop AHU with like and kind to be applied for by others. Remodel includes a new exterior -free-standing glass and steel curtain wall, revised public entrance plaza with updated parking and landscaping. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 577,078 Floor area of principal dwelling: 0 Floor area of accessory. dwelling: 0 *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: 12 Compact: 0 Handicap: 2 Will there be a change in use? 0 Yes 0 No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: iZi Sprinklers J Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. .1:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 151 Floor 9,424 3,370 0 0 V -B B rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 577,078 Floor area of principal dwelling: 0 Floor area of accessory. dwelling: 0 *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: 12 Compact: 0 Handicap: 2 Will there be a change in use? 0 Yes 0 No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: iZi Sprinklers J Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes Z No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. .1:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 efrgiaN PUBLIC WORKS PERMIT INFOteVIATION - 206-433-0179 Scope of Work (please provide detailed information): Interior tenant improvement of approximately 3370 SQFT. Updated entrance, lobby, restrooms, and collaboration areas. Mechanical and electrical work to support new tenant improvements and replacement of outdated rooftop AHU with like and kind to be applied for by others. Remodel includes a new exterior -free-standing glass and steel curtain wall, revised public entrance plaza with updated parking and landscaping. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ® ...Tukwila ❑ ...Water District #125 O ...Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided 0 .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): VI ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) ❑ .. Geotechnical Report O .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours 0 ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance VI ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way m ❑ ...Total Cut 300 cubic yards 0 .. Work in Flood Zone ❑ ...Total Fill 225 cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Grease Interceptor O ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization 0 ...Frontage Improvements ❑ .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # O ...Sewer Main Extension Public ❑ Private 0 ❑ ...Water Main Extension Public 0 Private 0 ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) O ...Water 0 ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 fl 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 ORAUTHORIZED AGENT: Signature: Print Name: Martin Probst - The Boeing Company Mailing Address: PO Box 3707; M/C 46-208 H:\ Applications\Forms-Applications On Line\20I 1 Applications\Permit Application Revised - 8-9-1 I .docx Revised: August 2011 bh Date: 08/22/2018 Day Telephone: (206) 852-4985 Seattle WA 98124 City State Zip Page 4 of 4 Legal Property Description 9725 East Marginal Way South, Tukwila, WA 98108 Building 9-55 Tenant Improvement Parcel Number [562420-0990 Name 577078 DESIMONE TRUST BOEING Site Address No 9725 EAST MARGINAL WAY S 98108 Legal j MOORE'S FIVE ACRE TRACTS PARCEL "A" CITY OF TUKWILA BOUNDARY !LINE ADJUSTMENT NO L11-033 RECORDING NO 20131108900001 I (BEING A PORTION OF N HALF STR 04-23-04 AND S HALF STR 33-24-04) i Year Built 11969 Building Net Square Footage 58630 Construction Class PREFAB STEEL Building Quality AVERAGE Lot Size 577078 Present Use Industrial(Heavy) Views No 1 Waterfront Present use: Industrial(Heavy) Property name: BOEING DEVELOPMENTAL CENTER Jurisdiction: TUKWILA Taxpayer name: DESIMONE TRUST BOEING Address: 9725 EAST MARGINAL WAY S 98108 Appraised value. 530.808.400 Lot area: 577,078 Levy code: 2430 Property Report Districts Report Source: King County Assessor Lot lines are approximate. Not tor legal use. 1 { See our terms of use. PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility installation/repair. This Bulletin should not be used as a substitute for codes and regulations. Your project will be revi R EC TU K specific compliance to codes and regulations.if OF i�KKi1LA Approved 09.25.02 Last Revised 02/21/17 OCT 3 1 2018 DI8- PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Boeing 09-55 — Tukwila Campus PERMIT # D18-0265 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 $ 9,000.00 Erosion prevention $ 4,409.00 Water/Sewer/Surface Water $ 1,712.00 Road/Parking/Access $77,003.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 ofA. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 293 cubic yards Enter total fill volume 155 cubic yards $250 (1) $92,124.00 $ $ 2,303.00 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 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 Fees $ 37.00 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2,590.00 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 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) N/A B. Flood Control Zone ($52.50 — includes Technology Fee) N/A C. Water Meter — Permanent* N/A D. Water Meter — Water only* N/A E. Water Meter — Temporary* N/A * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ N/A B. Allentown Sewer (Ordinance 1777) $ N/A C. Ryan Hill Water (Ordinance 1777) $ N/A D. Allentown/Foster Pt Water (Ord 2177) $ N/A E. Allentown/Foster Pt Sewer (Ord 2177) $ N/A F. Special Connection (TMC Title 14) $ N/A G. Duwamish $ N/A H. Transportation Mitigation $ N/A I. Other Fees $ N/A Total A through I $ 0.00(10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 2,457.00 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 01.01.2017 -12.31.2017 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 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $72.10 D18-0265 Address: 9725 E MARGINAL WAY S BLDG 9-055 Apn: 5624200990 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW 8000.345.830.00.00 1.00 TOTAL FEES PAID BY RECEIPT: R17167 $70.00 $72.10 Date Paid: Friday, March 15, 2019 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 052667 Printed: Friday, March 15, 2019 10:24 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,236.48 D18-0265 Address: 9725 E MARGINAL WAY S BLDG 9-055 Apn: 5624200990 $5,236.48 Credit Card Fee $152.52 Credit Card Fee R000.369.908.00.00 0.00 $152.52 DEVELOPMENT $4,606.20 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $2,303.10 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $2,303.10 PUBLIC WORKS $359.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $72.00 TECHNOLOGY FEE $118.76 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R16106 R000.322.900.04.00 0.00 $118.76 $5,236.48 Date Paid: Monday, December 17, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 073191 Printed: Monday, December 17, 2018 10:52 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R15231 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $15,039.58 D18-0265 Address: 9725 E MARGINAL WAY S BLDG 9-055 Apn: 5624200990 $15,039.58 Credit Card Fee $438.05 Credit Card Fee R000.369.908.00.00 0.00 $438.05 DEVELOPMENT $14,172.81 PERMIT FEE R000.322.100.00.00 0.00 $8,574.43 PLAN CHECK FEE R000.345.830.00.00 0.00 $5,573.38 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $428.72 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15231 R000.322.900.04.00 0.00 $428.72 $15,039.58 Date Paid: Wednesday, August 22, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 067567 Printed: Wednesday, August 22, 2018 2:41 PM 1 of 1 SYSTEMS c o CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 03/15/2019 10:24:02 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $72.10 APPROVAL CD: 052667 RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 12/17/2018 10:52:23 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $5,236.48 APPROVAL CD: 073191 RECORD 4: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTr... 12/17/2018 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 08/22/2018 02:41:02 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $15,039.58 APPROVAL CD: 067567 RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy ?age 1 of 2 https://classic.convergepay. com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 8/22/2018 INSPECTION RECORD Retain a copy with permit 3d INSPECTION NO. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-30 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Permit Inspection Request Line (206) 438-9350 Project: t��&L. Type of Inspection: laJL L.h►-'v -,/-1044.. Address:Date CO'S G N40441 WK. Called: Special Instructions: . f tot.S� ate Wanted: .4.-20-1 r'j y p.m. Requester: A Phone No: ZD& 419z 478:5 .approved per applicable codes. El Corrections required prior to approval. `COMMENTS: 41- W74 1C,s --- e Inspector: Date:s_ 34; 2t7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 oxiC Project: B (-_-.1.0‘.1c, 9 -SS- Type of Inspection: 4v rAL ± 4-t - Address: ,/ � CM'S S ill r 1 %% site(.- 10%) 0 to Called: a L Ve-f- Special instructions: ✓ 4 9-5%'Requester. EV S EL44-N 7%t�arr7LL�� t1 // Da Wanted: .m. - Na Phone o: .1 qgZ 41-701-1 Approved per applicable codes. OCorrections required prior to approval. COMMENTS: L Ve-f- V ;4)p7 b4--i�°�, .. -c.�a., - c rf. Em_logo ELLc Ol Ofte-L.LIVAL /47441+ n 9. —6067 is Her u i rta .fJ t -S rocc__ ix) Ki Sr( Ftv- 1 0 2..3 _, P�k) s aec 12cquvrtie ra l S 60" 'b lArn or Sg-y oe-42, AI UAB LcYev �rowr 141 at /4eczzie S- Inspecto`-�'74� `/0 /) Date - 005 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p16 ovv1-1 Project: i7� X3 r Type of Inspection:�� J cc,r►A.)G Address: 417-5- c r i w Date Called: Special Instructions: D to Wanted: Requester: Cs Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: Inspector: Date:4 _z6.19, REINSPE 10 FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 439-3670 Permit Inspection Request Line (206) 438-9350 be2 o2A7f Project: Approved Type of Inspection: Address: 41715 E 1144611,14L-(� Date Called: 4- Special Instructions: Date Wanted: Requester: P842/2,0/1 Phone No: 7,0C2 42- -7S5 - f765 -- Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Si:p avile_r) 064:r1c_______.,.) Inspector: 622,, Date• REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. (ar INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 818 62‘.5- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: Address:Date 1�j 1 Called: Special Instructions:5--- £ $b7 / /4)4 C� ,_ g j Date Wanted: 2-.2 2 /? a.m. p.m. Requester: PtO crtiVri Phone No: 26 Le _ 4�3 - 'CS' i to Approved per applicable codes. Corrections required prior to approval. COMMENTS: to 1.4 -- 6-I� 2i -70 --070/x ' ,'`ti''D Inspector: Date: s / REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dg-024s-- INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 erie:L ,of Inspf!�t/w'� ress. ��� D to C led: Special InsTructions: to Wanted:pim,m41 2_�l ��/ � a.m. p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: 7z, WA/ Date: ref, REINSPECTION FEE REQUIRED. Prior to next insp+sction.fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit be 0747c INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: 9724- j I AiArip oh— Date Called: v� Special Instructions: Date Wanted: 7-fie'9 p—.�i- �i Requester: AO Phone No: Approved per applicable codes. igge,nri GD (� &;4v22.6"771C- 644/4-6,e_ 0114 k:Plet, Octg c20 AF.L1' kpc- vingz.�-�f2.,5ev 12442r33 Date 5' 7f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: %✓4/fit Type of Inspection: 1/11/14-71,211 Address: 97zs C frifl/j 4L- io$f Date Called: Special Instructions: / Date Wanted: Requester: Phone No: Zo6 4 ©/f Approved per applicable codes. Corrections required prior to approval. COMMENTS: lis6/ 7 +01,.kaL inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 11344 Type of In�ection: r Address: 91/C C Alitiatike' itiAl Date Called: Special Instructions: °^5—‘ Date Wanted: f�Pi`7 a.m. p.m. Requester: p tA.f..y\ e Phone No: 7j2&— 6/z3 / % rill Approved per applicable codes. E Correcti • •_ • • •rior to approval. COMMENTS: -fir-- AK S i i rr� /c; +- Inspector: 0 Date: OP' ZJO REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Ties Project: TSsc Type of Inspection: J/ 00444 -"1 Address: 9) Z4 & ile- wSpecial Date Called: : Instructions:%ate 9 ..5"--1 Wanted: -'50- tQ 1 p.m. Requester: Phone N20674z3 O(1 la ElApproved per applicable codes. COMMENTS: Feektiivi Corrections required prior to approval. 1� fljO es t c.�Q ✓✓ Cr r 3 Y-1 IAJor 1,75 k(! 4.641/A44. loye,611 �r G Eici,1-1 tAI,r fier-te ZM e1(x PL 1 / Al-setyea„3 Vralek is Ye-CPut r,-e-et9r RAY -01 14.)e d(-ge_ti•.eck,s- Inspector: Datefd, 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 N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 1f•)4 '59^-05-- Type of Inspection: � � -��4 Address: `7 zs E 14 x tf `i'�lii A Date Called: Special Instructions: i9t 9ro S^ Date Wanted: i ^2`1J' ^t O. Requester: DwA% tom Phone No: �y t 4i 0 Approved per applicable codes. COMMENTS: '- ?h Gv Jif ,Corrections required prior to approval. h.- ati cAacj-S s/.v 3 a 3) C LA.94,,U S6191-;64) 0 beck.c_14ni Inspector. Date: /-z3-or9 REINSPECTI '.N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 So hcenter Blvd., Suite 100. Call to schedule reinspection. 4600 S. 134th Place PO Box 69208 Seattle, WA 98168 xaaoar-vaRK4 INC Phone: (206) 248-9700 Fax: (206) 248-8700 BACKFLOW PREVENTION ASSEMBLY TEST REPORT ACCOUNT # NAME OF PREMISE C ; CF - S5 Commercial ® Residential 0 SERVICE ADDRESS i -7 2 S ( /`f a.);4k 1 Lti CITY �U k tit 1. ZIP CONTACT PERSON PHONE( LOCATION OF ASSEMBLY ��t i...: L - a, • FAX ( DOWNSTREAM PROCESS (-L 5 t _ 3I,1 DCVA {Y RPBA 0 PVBA 0 OTHER NEW INSTALL N1 EXISTING%j❑ REPLACEMENT 0 OLD SER. # f - MAKE OF ASSEMBLY c h i '2 MODEL L? 8 5 0 PROPER INSTALLATION? YES El NO 0 SERIAL NO. 0 G '•{ SIZE 1 1NITIAI. TEST PASSEDDID DCVA/RPBA DCVA/RPBA RPBA PSID PVBA/SVBA PSID - 0 CHECK VALVE N0.1 CHECK VALVE N0.2 OPENED AT AIR INLET OPENED AT LEAKED 0 3 r 1 PSID PSID #1 CHECK PSID LEAKED • 3 0 NOT OPEN AIR GAP OK? — FAILED ■ NEW PARTS— AND-■ REPAIRS Cl FM1N REPEACF PART CI FAN REPLACE' PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID ■ • ■ ■ • ■ LEAKED II — — 0 • — NI. 0 D 0 CLEANED REPAIRED ■ ❑ • 0 • ■ TEST AFTER REPAIRS PSID PSID OPENED AT PSID AIR INLET PSID PSID LEAKED • LEAKED) • #1 CHECK PSID CHK VALVE PASSED ■ FAILED ■ AIR GAP INSPECTION: Required minimum air gap separation provided? Yes i$( No 0 Detector Meter Reading REMARKS: LINE PRESSURE 7 `( PSI WSDOH APPROVED DEVICE? YES 0 NO 0 CONFINED SPACE? , TESTERS SIGNATURE: -I-- ---- T7i CERT. NO. B6869 DATE 1 - iZ 5 - / ' TESTERS NAME PRINTED: Damon Kolar REPAIRED BY: TESTERS PHONE # ( 206 ) 595-7707 DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 5 / 9 / 18 GAUGE # 05082538 MODEL Midwest 835 SERVICE RESTORED? YES ® NO 0 1 certify- that this report is accurate, and I have used MAC 146-290-490 approved test methods and test equipment D� / 4600 S. 134th Place PO Box 69208 Seattle, WA 98168 ACCOUNT # xaaaArrraRK4 INC Phone: (206) 248-9700 Fax: (206) 248-8700 BACKFLOW PREVENTION ASSEMBLY TEST REPORT NAME OF PREMISE ��.. G 5 I Commercial I Residential tll O SERVICE ADDRESS d 715 J �/+�� CITY v �Lw L ZIP CONTACT PERSON ��'(( j 1 PHONE ( ) LOCATION OF ASSEMBLY `/[+n. FAX f DOWNSTREAM PROCESS Qv. 16 nJ 5'11p ey DCVA 0 RPBAX PVBA ❑ OTHER NEW INSTALL 0 EXISTING j21 REPLACEMENT //❑ OLD SER. # PROPER INSTALLATION? YES NO 0 MAKE OF ASSEMBLY W6,1I`5 MODEL (JGj It" 2c.AERIAL NO. I5 -7(-455 SIZE ;,C INITIAL TEST PASSED III1 FAILED ❑ 1 DCVA / RPBA DCVA / RPBA RPBA PVBAJSVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT 1M PSID #1 CHECK t . 1 PSID AIR INLET OPENED AT_ PSID LEAKED 0 1 PSID LEAKED • y CleAcJ fic,ilIPSID DID NOT OPEN 0 AIR GAP OIC? Yrsy _9• 1 NEW PARTS AND REPAIRS CLEAN REPLACE PART CLI -AN RFPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID • ❑ II • II II LEAKED 0 ❑ • ❑ ❑ ` — 0 • • 0 a U ■ a a 0 0 - a a CLEANED — REPAIRED ■ TEST AFTER REPAIRS PASSED 0 FAILED 0 OPENED AT PSID ; AIR INLET PSID LEAKED • PSID LEAKED ■ PSID #1 CHECK PSID CHK VALVE PSID AIR GAP INSPECTION: Required minimum air gap separation provided? Yes ® No 0 Detector Meter Reading REMARKS: TESTERS SIGNATURE: . LINE PRESSURE 741 PSI WSDOH APPROVED DEVICE? YES NO 0 CONFINED SPACE? no CERT. NO. B6869 DATE / " ."2 5 ' /1 TESTERS NAME PRINTED: Damon Kolar TESTERS PHONE # ( 206 ) 595-7707 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 5 / 9 / 18 GAUGE /1 05082538 MODEL Midwest 835 SERVICE RESTORED? YES IN NO 0 ! cerafp that this report is accurate. and L have used NAC 246-290-490 approved test methods and test equipmenL'T) I 0 ' 0 / 5 May 29, 2019 Report Number:190246.01 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Jr. Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com FINAL REPORT City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 Project: Boeing - Bldg. 9-55 Lobby Project Permit Number: D18-0265 Address: Bldg. 9-55 Job Number: 19-0246 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications, engineer approvals and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: • Reinforced Concrete — CIP • Epoxy Grouted Reinforcement • Observation of CDF Placement • Soil Bearing Verification Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Isaac Ruoff Project Manger RECtivu CITY OF TUKWILA MAY 302019 i�EK1Yli I LEN 1 ER OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 19-0246 CONCRETE REPORT Report Number: RC315211 Permit Number: D18-0265 Client: BN Builders, Inc. Address: 2601 4th Avenue, Suite 350, Seattle Date: 4/25/2019 Project: Boeing - Bldg. 9-55 Lobby Project Address: Bldg. 9-55, Tukwila Inspector(s): Michael Preciado Description/Location: Inspected reinforcing steel and concrete placement for spread footing next to existing visitors lobby. The inspected work was found to be done as per approved project documents. Rebar Verified: Yes 4/25/2019 Michael Preciado (Grade 60) Mfg: Nucor Placement Data .:` Stoneway 440174 5"±1" .45 N/A 44 Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Boom Pump Consolidated: Yes Required Strength: 4000 psi @ 28 days Sampling and Testing Data : Time ASTM.0 172, C 3.1 ,-:;' Made. Cast Samples: 1-4 2:30 pm Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards.. 11.00 Actua1, 0 Batch Weights/Cubic Yard 400# Type: 1/II . 1515# 1914# 3/4" 225# 30 oz. ADVA, 20 oz. ZYLA 630 Slag (lbs): 100# Water Slump Air % Conc mpAmb , ck T Added C 143 C 231, C 10Teti4 Tempient TruNo. <_ Noicket 20 gal.5" N/A 61°F 60°F 458 976117 Weather: Clear Date Samples Picked Up: Slump Range: 5" Air % Range: N/A 4/26/2019 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 • Comments REINFORCING/PLACEMENT: Conforms: D Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/2/19 7 4 x 8 12.56 8.6 48,280 3840 5 *= Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ Copies to: Client ❑ Engineer © Batch Plant ❑ Owner 111 Contractor ❑ Others ❑ Architect ❑ Building Dept ASTMC1231 ❑ Technical Responsibility: alter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 19-0246 Project: Report Number: Boeing - Bldg. 9-55 Lobby Project Address: Bldg. 9-55, Tukwila Inspector(s): Joseph Tester Description/Location: Inspected reinforcing steel and concrete placement for the planter wall on the east side of building 9-55 —2.3- 2.7/East of building. The inspected work was found to be done a per detail 5/F.02 of the approved plans and project documents. Rebar Verified: Yes 5/9/2019 Joseph Tester (Grade 60) CONCRETE REPORT Permit Number: D18-0265 Client: BN Builders, Inc. Address: 2601 4th Avenue, Suite 350, Seattle Date: 5/9/2019 RC389231 Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Stoneway 440174 6"±1" .45 N/A 4 Chute Yes Required Strength: 4000 psi @ 28 days Sampling and Testing Data :.• Time ASTM C 172,:C .31 Made:... Cast Samples: 1-4 2:52 pm Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Water Yards.:: Added 4.00 4.5 gal. Mfg: Nucor Actual ;fl Batch WeightslCubic Yard 400# Type: 1/11 1515# 1914# 3/4" 225# 40 oz. ADVA, 20 oz. ZYLA 630 Slump.. C 143' Slag (lbs): 100# Air %. Conc Temp Ambient Truck Ticket C 231 C 1064 Temp No. No 5" N/A 68°F 77°F 457 980690 Weather: Clear Date Samples Picked Up: 5/10/2019 Slump Range: N/A Air % Range: N/A Initial Curing Method: ASTM 031, Exclude 031-12.1.5 Initial Curing Temp: ASTM 031, Exclude C31-10.1.2 Comments REINFORCING/PLACEMENT: Conforms: El Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Date Cure (Days) (in.) (Sq.ln.) (Lbs.) Specimen Number 1 5/16/19 7 = Discarded Tested in general accordance to: ASTMC39 0 Copies to: El Client ❑ Engineer Batch Plant ❑ Owner 0 Contractor ❑ Others ❑ Architect ❑ Building Dept Max Load (Lbs.) 4 x 8 12.56 8.7 39,480 Strength Fracture Type (psi) (other than cone) 3140 5 ASTMC617 ❑ ASTMC1231 ❑ Technical Responsibility: alter l-tansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 19-0246 CONCRETE REPORT Report Number: RC395068 Project: Boeing - Bldg. 9-55 Lobby Project Address: Bldg. 9-55, Tukwila Permit Number: D18-0265 Client: BN Builders, Inc. Address: 2601 4th Avenue, Suite 350, Seattle Inspector(s): Jerry Graham Date: 5/6/2019 Description/Location: Inspected reinforcing steel and concrete placement for (2) walkway walls, south of the building and footing for far south walkway wall footing. The inspected work was found to be done as per approved project documents. Rebar Verified: Yes 5/6/2019 Jerry Graham (Grade 60) 'Placement Data Design0 Supplier: Stoneway Cement (lbs/type): Mix Number: 448174 Fine Agg. (lbs): Slump Spec: 4" - 6" Coarse Agg. (lbs/size): W/C Ratio Spec: 0.45 Coarse Agg. (lbs/size): Air Spec: NA Coarse Agg. (lbs/size): . Total Yards: 10 Fly Ash (lbs): Placed Via: Chute Water (lbs or gal): 224.7# Consolidated: Yes Admixtures (specify): 24.9 oz. ADVA, 24.9 oz. ZYLA 630 Required Strength: 3000 psi @ 28 days Mfg: Nucor Actual :[I] . Batch Weights/Cubic Yard 399# Type: 1/II 1529.9# 1894.3# 3/4" Slag (lbs): 100# Sampling and Testing Data ': Time: Cubic Water Slump Air% Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 -Made Yards Added C 143 C 231. C; 1064 Temp No: No Cast Samples: 1-4 1:48 pm 10.00 20 gal. 5" NA% 71°F 66°F 514 979169 Weather: Sunny Date Samples Picked Up: Slump Range: 5" Air % Range: NA 5/7/2019 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, Exclude C31-10.1.2 Comments ' REINFORCING/PLACEMENT: Conforms: E] Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/13/19 7 4 x 8 12.56 8.7 51,190 4080 5 = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ Copies to: El Client ❑ Engineer Batch Plant El Owner 0 Contractor ❑ Others ❑ Architect ❑ Building Dept ASTMC1231 ❑ Technical Responsibility: alter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Job Number: 19-0246 Project: Boeing — 9-55 Lobby Project Address: Building 9-55, Tukwila Inspector: Ernest Leimkuhler Report Number: 393282 Permit Number: _ D18-0265. Client: BN Builders, Inc. Address: 2601 4th Avenue, Suite 350, Seattle Date: 4/30/2019 Description/Location: Epoxy reinforcing steel dowels for infill slabs to footings for exterior walkway and ramps, Per: 1/LS501, Notes/S2, At: F.0 -G.0/1.0-3.0, Exterior Ground level. Intended Use: Slabs to footings Building Code & Year: IBC 2015 Reference Standard(s) Used: IBC 2015 Copies to: X Client Engineer Owner X Contractor Architect Building Dept. Others Comments Conforms X Does Not Conform Technical Responsibility: Walter Han en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -86-02 (Rev. 05/13) :I Reinforcing Steel ® All Thread Bar/Dowel Size & Quantity: #5 (22) Anchor Size & Quantity: Rebar Manufacturer: Nucor Type of Steel (ASTM): Grade: • A-36 • F-1554 ■ A-307 Rebar Grade: • 40 ►:4 60 ■ Other: ■ 36 ■ 50 ■ 75 ■ Other: Type of Bar: 1 A-615 A-706 1 A-775 ■ Other: Special Ductile Quality (SDQ): 1 Yes ■ No Anchor Length: 48" Hole Depth: 5 1/2" Required Embedment: 5" Hole Diameter: 3/" Concrete Thickness: Concrete Strength: Horizontal Hole Orientation: ►/ Vertical Down 1 Vertical Up ■ Base Material: ►:1 Normal Weight Concrete ■ Light Weight Concrete ■ CMU ■ Brick ■ Composite Deck Compressed Air PSI: 150 Hole Cleaning: 0 Compressed Air • Hand Pump ■ Other: Hole Condition: Brushed: ►iI Yes 1 No Dry ■ Damp ■ Water Saturated ■ Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): Yes ■ No Hole: • Yes 1 No Adhesive Type:. Hilti HIT -RE -500 V3' Expiration Date: 11/2019 ICC ESR #: 3814 Weather: Dry Ambient Temperature: 42 Substrate Temperature: 53 Reference Standard(s) Used: IBC 2015 Copies to: X Client Engineer Owner X Contractor Architect Building Dept. Others Comments Conforms X Does Not Conform Technical Responsibility: Walter Han en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -86-02 (Rev. 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Job Number: 19-0246 Report Number: Project: Boeing — 9-55 Lobby Project Address: Building 9-55, Tukwila Inspector: Ernest Leimkuhler 393281 Permit Number: D18-0265 Client: BN Builders, Inc. Address: 2601 4th Avenue, Suite 350, Seattle Date: 4/30/2019 Description/Location: Epoxy reinforcing steel dowels for new walls to footings for exterior walkway and ramps Per: 1/LS501, Notes/S2, At: F.0 -G.0/1.0-3.0, Exterior Ground level. Intended Use: New walls to footings Building Code & Year: IBC 2015 ® Reinforcing Steel D All Thread...: Bar/Dowel Size & Quantity: #4 (39) Anchor Size & Quantity: Rebar Manufacturer: Nucor Rebar Grade: 0 40 ® 60 0 Other: Type of Steel (ASTM): ❑ A-36 ❑ F-1554 0 A-307 Grade: 0 36 ❑ 50 ❑ 75 ❑ Other: Type of Bar: 0 A-615 ® A-706 0 A-775 0 Other: Special Ductile Quality (SDQ): ❑ Yes ❑ No Anchor Length: 48" Hole Depth: 8'/" Required Embedment: 8" Hole Diameter: 5/8" Concrete Thickness: Concrete Strength: Hole Orientation: ® Vertical Down ❑ Vertical Up ❑ Horizontal Base Material: ® Normal Weight Concrete 0 Light Weight Concrete ❑ CMU ❑ Brick 0 Composite Deck Hole Cleaning: Z Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: 150 Brushed: ® Yes 0 No Hole Condition: Z Dry 0 Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI 8212.15): ® Yes ❑ No Approved Diamond Cored Hole: ❑ Yes 0 No Adhesive Type: Hilti HIT -RE -500 V3 Expiration Date: 11/2019 ICC ESR #: 3814 Weather: Dry Ambient Temperature: 42 Substrate Temperature: 53 Reference Standard(s) Used: IBC 2015 Copies to: X Client Engineer Owner X Contractor Architect Building Dept. Others Comments Conforms X Does Not Conform Technical Responsibility: --- �..¢<. 9 -.5—/ r 1'l Walter Han en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 – Phone (206) 725-4600 or 1-888-OTTO-4-US – Fax (206) 723-2221 Form No.: ADMIN -86-02 (Rev. 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 276862 Description: Soil bearing verification Project: Address: Client: GEOTECHNICAL INSPECTION REPORT Boeing — 9-55 Lobby Project Building 9-55, Tukwila BN Builders, Inc. Permit Number: Job Number: 19-0246 Client Address: 2601 4rh Avenue, Suite 350, Seattle Inspector and Date Remarks Craig Bechtold 4/10/2019 ' Copies to: Owner Architect Engineer On site as requested for soil bearing verification for spread footing subgrade on the east side of Building 9-55. The exposed subgrade soils consist of dark brown silty fine sand/sandy silt. The exposed subgrade soils do not appear to be capable of providing the required 1500 pounds per square foot bearing capacity; T -probe depths of 18 to 24 inches were observed. We recommend over -excavation of the unsuitable soils to a maximum of 2 feet below existing footing subgrade. Compact (or equivalent) geotextile fabric in the base at the excavation, the back fill with structural fill (crushed surfacing base course) in loose lifts not exceeding 12 inches. When conditions allow the over -excavation, extend laterally the same distance as down. A representative should be on site to verify the over -excavation subgrade prior to placing the fabric and backfilling. X Contractor Building Dept. X Client Technical Responsibility: Anthony Coyne .E., Senior Er1 ineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 369823 Description: Control Density Fill (CDF) placement Project: Boeing — 9-55 Lobby Project Permit Number: Address: Building 9-55, Tukwila Job Number: 19-0246 Client: BN Builders, Inc. Client Address: 2601 4th Avenue, Suite 350, Seattle Inspector and Date Remarks Scott Hoobler, PE Arrived onsite as requested to perform the inspection of the placement of control density fill (CDF) 4/17/2019 underlying the proposed footings for the addition located east of existing Building 9-55. Approximately 76 cubic yards of Mix #61420A from CalPortland was placed underlying the proposed footings (approximately 3 feet below the bottom of the footing elevation). Geotextile fabric was placed on the underlying subgrade soils prior to the placement of the CDF. Copies to: Owner X Contractor Architect Building Dept. Engineer X Client Technical Responsibility: Anthony Coyne, P.'., Senior Engi er. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. eproduclion of this report, Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -100-01 (Rev 01/05) ci col a) ca 7.5coO Q eti A C o a) o 0 vN O .N o o • o E O N � N a) kV n - C Q N c 3 ten• N N o w 2 • c m IR aco N xz E a) O N 4 0-_o NM aiy� ao< 0 0 • U gyc3p ( O 7 Nco N co H ao MOISTURE DENSITY RELATIONSHIP REPORT Curve No. 123 8001 ZAV SpG 2.70 Test Specification: ASTM D 1557-12 Method C Modified 118 11 c%, 116.8 pct) ASTM D4718-15 Oversize Corr. Applied to Each Test Point • Preparation Method Dry a • Hammer 113 Wt. 10 lb. jr \ Hammer Drop 18 in. Number of Layers five aci o Blows per Layer 56 p 108 12,9%. 115.2 p Mold Size 0.075 cu.11. Test Performed on Material Passing 3/4 in. Sieve 103 NM 18.4% LL PI Sp.G. (ASTM D 854) 2.6 %>314 in. 4.5 %<No.200 41.3 98 USCS SM AASHTO A-4(0) 10 • 12 14 16 18 20 22 Date Sampled 4/17/2019 Water content, % Date Tested 4/18/2019 --.- - Rock Corrected --0-- - Uncorrected Tested By Andy Duong TESTING DATA 1 2 3 4 5 6 WM + WS 10751.0 10649.0 10793.0 10894.0 WM 6455.0 6455.0 6455.0 6455.0 WW+T#1 566.7 534.2 571.7 624.1 WD + T #1 488.6 448.1 514.5 550.8 TARE #1 0.0 0.0 0.0 0.0 WW + T #2 WD + T #2 TARE #2 MOISTURE 15.3 18.4 10.7 12.8 DRY DENSITY 110.4 105.1 114.9 116.6 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description Maximum dry density = 116.8 pcf Optimum moisture = 12.4 % 115.2 pcf 12.9 Sample ID: 8001 Gray silty sand Remarks: Test equipment ID: Set 4 Hammer type: Mechanical Project No. 19-0246 Client: BN Builders; Inc. Project: Boeing Bldg. 9-15 Lobby Project Bldg 9-55, Tukwila o Location: Onsite Sample Number: 8001 Checked by: Walter H dw............ Title: Project Manager Figure 8001 OTTO ROSENAU & ASSOCIATES, INC. Particle Size Distribution Report C C c - C s. W 0 0 0 0 0 0 g O CD CO A_: :cam a ii V V 3 4 g 100 I f I 1 Y-1 1r 11 I •• I I I 11 I I I I 1 90 I I 1 I 1 I 1 I 1 1 1 I I I I I I 1 I 4 1 1 1 1 80 1 I 1 1 I 4 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 I I 1 I 1 1 1 1 1 • 1 1 70 1 1 I I 4 1 1 1 1 1 i 1 1 1 l 1 I I 1 1 1 1 1 I I Z 60 LL, 1 I I I 1 I 1 I 1 I I I I I 1 I 1 I I i 1 I I I I I Z 50 Ill v 4 1 4 1 1 1 1 1 1 1 1 4 4 1 4 1 4 1 4 1 4 1 1 4 1 W 40 a 1 1 1 1 I 1 l 1 l I 1 1 f 1 1 I 4 I 1 1 1 1 1 I 1 1 30 1 1 1 11111 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 11 1 f 1 I 1 1 20 1 I 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 4 4 1 1 1 1 I 1 1 4 11 4 f 1 4 10 0 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1_ 1 t 1 1 1 1 I 111_ 100 10 GRAIN 1 0 1 SIZE - mm. 0.01 0.001 % +3" % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 4.5 4.1 1.3 3.6 45.2 41.3 Test Results (ASTM D 422 & ASTM D 1140) Material Description Opening Size Percent Finer Spec. (Percent) Pass? (X=Fail) Sample ID: 8001 Gray silty sand 2 1 1/4 100.0 100.0 Atterberg Limits (ASTM D 4318) 1 3/4 5/8 100.0 95.5 95.0 PL= LL= Pl= Classification 1/2 3/8 95.0 94.4 USCS (D 2487)= SM AASHTO (M 145)= A-4(0) Coefficients 1/4 #4 #8 #10 #40 #100 #200 91.4 92.4 90.4 90.1 86.5 70.7 41.3 D90= 1.7973 D85= 0.3360 D60= 0.1128 D50= 0.0901 D30= D15= D10= Cu= Cc= Remarks Test equipment ID: Set 5 Was sample soaked? Not required As received MC: 18.4% Date Received: 4/17/2019 Date Tested: 4/19/2019 i Tested By: Andy Duong i Checked By: Walter Hansen ie - j Title: ProjectManag (no specification provided) i • Location: Onsite Date Sampled: 4/17/2019 Sample Number: 8001 i ` OTTO ROS E NAU 1 & ASSOCIATESINC. > Client: BN Builders, Inc. Project: Boeing Bldg. 9-15 Lobby Project Bldg 9-55, Tukwila Project No: 19-0246 Figure 8001 May 29, 2019 Report Number:190246.01 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Jr. Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188-2544 FINAL REPORT /15 Project: Boeing - Bldg. 9-55 Lobby Project Permit Number: D18-0265 Address: Bldg. 9-55 Job Number: 19-0246 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications, engineer approvals and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: • Reinforced Concrete — CIP • Epoxy Grouted Reinforcement • Observation of CDF Placement • Soil Bearing Verification Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Isaac Ruoff Project Manger RECEIVED CITY OF TUKWILA MAY 2 9 2019 PERMIT CENTER BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON SECTION 310000 - EARTHWORK PART 1 - GENERAL 1.1 SUMMARY W5761826 73-18133-00 ISSUE FOR PERMIT The work of this section consists of all Structural Soil work and related items as indicated on the drawings or as specified herein and includes, but is not limited to, the following: CU-Sor is a proprietary material patented by Cornell University (US Patent #5,849,069) and marketed under the registered trademark, CU -Structural Soil®. Only licensed companies are authorized to produce this material, meeting the specifications described in this text. For a list of licensed CU- SoiIT°' producers, call AMEREQ, INC. at800-832-8788. 1.2 REFERENCES AND STANDARDS 1.3 The following references are used herein and shall mean: A. ASTM: American Society of Testing Materials B. USDA: United States Department of Agriculture C. AASHTO: American Association of State Highway and Transportation Officials D. Standard Specifications: Regional or Municipal Standard Specifications Documentation for the location of proposed usage AOAC: Association of Official Agricultural Chemists REVIEWED FOR CODE COMPLIANCE APPROVED DEC 12 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 6 2018 E. PERMIT CENTER 00R.EQTGp1 A. At least 30 days prior to ordering materials, the installing contractor shall submit to the engineer representative samples, certificates, manufacturer's literature and test results for materials specified below. No materials shall be ordered until the required samples, certificates, manufacturer's literature, producer's current license and test results have been reviewed and approved by the landscape architect and/or engineer. The engineer reserves the right to reject any material that does not meet CU -Structural Soll® specifications. Delivered materials shall closely match the approved samples. B. Submit from licensed producer, 1/2 cubic foot representative sample of clay loam, one cubic foot representative sample of crushed stone, and one cubic foot representative sample of CU - Structural Soil® mix for approval. In the event of multiple source fields for clay loam, submit a minimum of one set of samples per source field or stockpile. The samples of all clay loam, crushed stone, and CU -Structural Soil® shall be submitted to the engineer as a record of the 310100 - 1 SAMPLES AND SUBMITTALS STRUCTURAL SOIL 'Q61(v BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON W5761826 73-18133-00 ISSUE FOR PERMIT soil color and texture. C. Submit soil test analysis reports for sample of clay loam from an independent soil -testing laboratory. The testing laboratory for particle size and chemical analysis may include a public agricultural extension service agency. 1. Submit a mechanical analysis of the clay loam sample and particle size analysis including the following gradient of mineral content USDA Designation Size in mm. Gravel +2 mm Sand 0.05 — 2 mm Silt 0.002-0.05 mm Clay minus 0.002 mm Sieve analysis shall be performed and compared to USDA Soil Classification System. Sieve analysis shall be done by a combined hydrometer and wet sieving using sodium hexametaphosphate as a dispersant in compliance with ASTM D422 after destruction of organic matter by hydrogen peroxide. 2. Submit a chemical analysis, performed in accordance with current AOACStandards, including the following: a. pH and buffer pH. b. Percent organic matter as determined by the loss of ignition of oven dried samples. Test samples shall be oven dried to a constant weight at a temperature of 230 degrees F, plusor minus 9 degrees. c. Analysis for nutrient levels by parts per million. d. Soluble salt by electrical conductivity of a 1:2 soil/water sample measured in Millimho per cm. e. Cation Exchange Capacity (CEC). f. Carbon/Nitrogen Ratio. D. Submit one cubic foot sample of crushed stone which will be used in production ofCU-Soil'. 1. Provide.particle size analysis: USDA Designation 3,y 21/2" 2" 11/_2" 1" Fine gravel Size in mm. +76 mm 63-76 mm 50-63 mm 37-50 mm 25-37 mm 19-25 mm 2-19 mm 2. Provide the manufacturers analysis of the loose and rodded unit weight 3. Losses from LA Abrasion tests- not to exceed 40% 4. Minimum 90% with 2 or more fractured faces 5. Percent pore space analysis E. At the engineer's discretion, the sample of CU -Structural Soil® may be tested for the STRUCTURAL SOIL 310100 - 2 BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON W5761826 73-18133-00 ISSUE FOR PERMIT following: 1. Compaction in accordance with ASTM D698/AASHTO T99 without removing oversize aggregate 2. California Bearing Ratio in accordance with ASTM D1883- soaked CBR shall equal or exceed a value of 50 3. Measured dry -weight percentage of stone in the mixture F. The approved CU -Structural Soil® sample shall be the standard. G. Any deviation from the specified crushed stone and clay loam specifications shall be approved by Amereq, Inc. 1.4 DELIVERY, STORAGE AND HANDLING A. Delivered CU -Structural Soil® shall be at or near optimum compaction moisture content as determined by AASHTO T 99 (ASTM D 698) and should not be placed in frozen, wet or muddy sites. B. Protect CU -Structural Soil® from exposure to excess water and from erosion at all times. Do not store CU -Soil`°' unprotected. Do not allow excess water to enter site prior to compaction. If water is introduced into the CU-SoiIT°' after grading, allow water to drain to optimum compaction moisture content. 1.5 EXAMINATION OF CONDITIONS A. All areas to receive CU -Structural Soil® shall be inspected by the installing contractor before starting work and all defects such as incorrect grading, compaction, and inadequate drainage shall be reported to the engineer prior to beginning this work. 1.6 QUALITY ASSURANCE Qualifications of installing contractor: The work of this section should be performed by a contracting firm which has a minimum of five years experience. Proof of this experience shall be submitted as per paragraph, SAMPLES and SUBMITTALS, of this section. 1.7 SULFUR (if needed) A. Sulfur shall be a commercial granular, 96% pure sulfur, with material and analysis appearing on the labeled container. B. Sulfur used to lower pH shall be a ferrous sulfate formulation. C. Application rates shall be dependent on soil test results. STRUCTURAL SOIL 310100 - 3 BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON PART 2 - MATERIALS 2.2 CLAY LOAM W5761826 73-18133-00 ISSUE FOR PERMIT A. Soil shall be a "loam" with a minimum clay content of 20% or a "clay loam" based on the "USDA classification system" as determined by mechanical analysis (ASTM D-422) and it shall be of uniform composition, without admixture of subsoil. It shall be free of stones, lumps, plants and their roots, debris and other extraneous matter. It shall not contain toxic substances harmful to plant growth. Clay loam shall contain not less than 2% or more than 5% organic matter as determined by the loss on ignition of oven -dried samples. Test samples shall be oven -dried to a constant weight at a temperature of 230 degrees F., plus or minus 9 degrees. B. Mechanical analysis for the loam or clay loam shall be as follows:_ Textural Class % of Total Weight Gravel less than 5% Sand 20-45% Silt 20-50% Clay 20-40% C. Chemical analysis: Meet, or be amended to meet the following criteria: 1. pH between 5.5 to 6.5 2. Percent organic matter 2% - 5% by dry weight 3. Adequate nutrient levels 4. Soluble salt less than 1.0 mmho/cm 5. Cation Exchange Capacity (CEC) greater than 10 6. Carbon/Nitrogen ratio less than 33:1 D. Loam or clay loam shall not come from USDA - classified prime farmland. 2.3 FERTILIZER (if needed) A. Should nutrient analysis suggest that the loam or clay loam need additional nutrients, it shall be amended by Amereq's licensed producer. 2.4 LIME (if needed) A. Agricultural lime containing a minimum of 85% carbonates. B. Application rates shall be dependent on soil test results. 2.5 CRUSHED STONE A. The size of the crushed stone shall be 0.75 inches to 1.5 inches allowing for up to 10% being greater than 1.5 inches, and up to 10% less than 0.75 inches. STRUCTURAL SOIL 310100 - 4 BOEING BUILDING 9-55 W5761826 LOBBY RENOVATION 73-18133-00 TUKWILA, WASHINGTON ISSUE FOR PERMIT B. Acceptable aggregate dimensions will not exceed 2.5:1.0 for any two dimensions. C. Minimum 90% with two or more fractured faces. D. Results of Aggregate Soundness Loss test shall not exceed 18%. E. Losses from LA Abrasion tests shall not exceed 40%. 2.6 HYDROGEL A. Hydrogel shall be a coated potassium propenoate-propenamide copolymer (Gelscape® Hydrogel Tackifier) as manufactured by Amereq, Inc. 800-832-8788. 2.7 WATER A. The installing contractor shall be responsible to furnish his own supply of water (if needed) free of impurities, to the site. 2.8 CU -STRUCTURAL SOIL® A. A uniformly blended urban tree mixture of crushed stone, clay loam and Gelscape® Hydrogel Tackifier, as produced by an Amereq-licensed company, mixed in the following proportion: Material Unit of Weight specified crushed Stone 100 units dry weight specified clay loam 20 — 25 units (to achieve minimum CBR of 50) Gelscape® Hydrogel Tackifier 0.035 units dry weight moisture ASTM D698/AASHTO T-99 optimum moisture PART 3 - PRODUCTION AND INSTALLATION GUIDELINES 3.1 CU-SOILTM MIXING AND QUALITY CONTROL TESTING A. All CU -Structural Soil® mixing shall be performed at the licensed producer's yard using appropriate soil measuring, mixing and shredding equipment of sufficient capacity and capability to assure proper quality control and consistent mix ratios. No mixing of CU -Structural Soil® at the project site shall be permitted. Maintain adequate moisture content during the mixing process. Soils and mix components shall easily shred and break down without clumping. Soil clods shall easily break down into a fine crumbly texture. Soils shall not be overly wet or dry. The licensed producer shall measure and monitor the amount of soil moisture at the mixing site periodically during the mixing process. B. Raw materials shall be mixed off-site, only at the licensed producer's facility, on a flat asphalt or concrete paved surface to avoid soil contamination. C. Should the independent laboratory test results of the clay loam reveal a need to amend it, to meet specifications, the amending materials should be added to the clay loam following the rates and recommendations provided by Amereq. STRUCTURAL SOIL 310100 - 5 BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON 3.2 UNDERGROUND UTILITIES AND SUBSURFACE CONDITIONS W5761826 73-18133-00 ISSUE FOR PERMIT A. The installing contractor shall notify the engineer of any subsurface conditions which will affect the contractor's ability to install the CU -Soil`' B. The installing contractor shall locate and confirm the location of all underground utility lines and structures prior to the start of any excavation. C. The installing contractor shall repair any underground utilities or foundations damaged during the progress of this work. 3.3 SITE PREPARATION A. Do not proceed with the installation of the CU -Structural Soil® material until all walls, curb footings and utility work in the area have been installed. For site elements dependent on CU -Structural Soil® for foundation support, postpone installation of such elements until immediately after the installation of CU -Structural Soil®. B. Install subsurface drain lines as shown on the plan drawings prior to installation of CU -Structural Soil® material. C. Excavate and compact the proposed subgrade to depths, slopes and widths as shown on the drawings. Maintain all required angles of repose of the adjacent materials as shown on the drawings. Do not over excavate compacted subgrades of adjacent pavement or structures. D. Confirm that the subgrade is at the proper elevation and compacted as required. Subgrade elevations shall slope parallel to the finished grade and/or toward the subsurface drain lines as shown on the drawings. E. Clear the excavation of all construction debris, trash, rubble and any foreign material. In the event that fuels, oils, concrete washout silts or other material harmful to plants have been spilled into the subgrade material, excavate the soil sufficiently to remove the harmful material. Fill any over excavation with approved fill and compact to the required subgrade compaction. F. Do not proceed with the installation of CU -Structural Soil® until all utility work in the area has been installed. All subsurface drainage systems shall be operational prior to installation of CU -Structural Soil®. G. Protect adjacent walls, walks and utilities from damage. Use '/2" plywood and/or plastic sheeting as directed to cover existing concrete, metal and masonry work and other items as directed during the progress of the work. 1. Clean up all trash and any soil or dirt spilled on any paved surface at the end ofeach working day. 2. Any damage to the paving or architectural work caused by the installing contractor shall be repaired, as directed by the engineer. H. Maintain all silt and sediment control devices required by applicable regulations. Provide adequate methods to assure that trucks and other equipment do not track soil from the site onto adjacent property and the public right of way. STRUCTURAL SOIL 310100 - 6 BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON 3.4 INSTALLATION OF CU -STRUCTURAL SOIL® MATERIAL W5761826 73-18133-00 ISSUE FOR PERMIT A. Install CU -Structural Soil® in 6 inch lifts and compact each lift. B. Compact all materials to at least 95% Proctor Density from a standard compaction curve AASHTO T 99 (ASTM D 698). No compaction shall occur when moisture content exceeds maximum as listed herein. Delay compaction if moisture content exceeds maximum allowable and protect CU -Structural Soil® during delays in compaction with plastic or plywood as directed by the engineer. C. Bring CU -Structural Soil® to finished grades as shown on the drawings. Immediately protect the CU -Structural Soil® from contamination by toxic materials, trash, debris, water containing cement, clay, silt or materials that will alter the particle size distribution of the mix with plastic or plywood as directed by the engineer. D. The engineer may periodically check the material being delivered, prior to installation for color and texture consistency with the approved sample provided by the installing contractor as part of the submittal for CU -Structural Soil®. If the engineer determines that the delivered CU -Soil' varies significantly from the approved samples, the engineer shall contact the licensed producer. E. Engineer shall ensure that the delivered structural soil was produced by the approved CU -Soil"" licensee by inspecting weight tickets showing source of material. F. CU-Soi1TM should not be stockpiled long-term. Any CU-SoilTM not installed immediately should be protected by a tarp or other waterproof covering. 3.5 FINE GRADING A. After the initial placement and rough grading of the CU -Structural Soil® but prior to the start of fine grading, the installing contractor shall request review of the rough grading by the engineer. The installing contractor shall set sufficient grade stakes for checking the finished grades. B. Adjust the finish grades to meet field conditions as directed. Provide smooth transitions between slopes of different gradients and direction. Fill all dips with CU-Soi1TM and remove any bumps in the overall plane of the slope. a. The tolerance for dips and bumps in CU -Structural Soil® areas shall be a 3" deviation from the plane in 10'. All fine grading shall be inspected and approved by the engineer prior to the installation of other items to be placed on the CU -Structural Soil®. C. The engineer will inspect the work upon the request of the installing contractor. Request for inspection shall be received by the engineer at least 10 days before the anticipated date of inspection. 3.6 ACCEPTANCE STANDARDS A. The engineer will inspect the work upon the request of the installing contractor. Request for inspection shall be received by the engineer at least 10 days before the anticipated date of inspection. STRUCTURAL SOIL 310100 - 7 BOEING BUILDING 9-55 LOBBY RENOVATION TUKWILA, WASHINGTON 3.7 CLEAN-UP W5761826 73-18133-00 ISSUE FOR PERMIT A. Upon completion of the CU -Structural Soil® installation operations, clean areas within the contract limits. Remove all excess fills, soils and mix stockpiles and legally dispose of all waste materials, trash and debris. Remove all tools and equipment and provide a clean, clear site. Sweep, do not wash, all paving and other exposed surfaces of dirt and mud until the paving has been installed over the CU -Structural Soil® material. Do no washing until finished materials covering CU -Structural Soil® material are in place. END OF SECTION 310100 STRUCTURAL SOIL 310100 - 8 T RECEIVED NOV 01 2018 TUKWILA PUBLIC WORKS No. Item Description Quantity Unit Rate Cost Mobilization / Erosion Control Measures 1 Site mobilization 1 2 Catch Basin inlet protection 2 3 Silt fence 517 4 Tree protection fence (temporary) 120 5 Clearing and grubbing 914 6 Construction entrance (partial entry due to ex. pavement) 1 7 Pedestrian / traffic control 1 Demolition 8 Saw -cutting of pavement 9 a) Removal of asphalt (top 3" only) / haul off-site b) Removal of asphalt (full depth) / haul off-site 10 Removal of concrete / haul off-site 11 Surface grind of asphalt 12 Removal of site features (signs, conc. walls, etc.) 13 Transplant ex. tree, shrubs. 14 Earthwork (Cut) 15 Earthwork (Fill) Site Improvements 16 Standard 4" light -broom finish concrete pavement 17 3" asphalt pavement overlay 18 CIP 6" concrete vertical curb 19 Concrete curb and gutter 20 Concrete containment (ribbon) curb 21 Traffic signs 22 Paint striping 23 Paint graphics (HC symbols, crosswalks, arrows, etc.) REVIEWED FOR CODE COMPLIANCE APPROVED DEC 12 2018 City of Tukwila BUILDING DIVISI • EA 9,000.00 9,000.00 EA 75.00 150.00 LF 2.50 1,293.00 LF 5.00 600.00 SF 0.40 366.00 LS 1,000.00 1,000.00 LS 1,000.00 1,000.00 $13,409.00 435 LF 4.25 1,849.00 85 CY 15.00 1,275.00 180 CY 15.00 2,700.00 28 CY 12.00 336.00 9,294 SF 1.00 9,294.00 1 LS 5,000.00 5,000.00 1 LS 1,000.00 1,000.00 293 CY 10.00 2,930.00 239 CY 30.00 7,170.00 $31,554.00 2,185 SF 8.25 18,026.00 9,294 SF 3.00 27,882.00 498 LF 20.00 9,960.00 170 LF 30.00 5,100.00 254 LF 15.00 3,810.00 2 EA 500.00 1,000.00 617 LF 0.85 525.00 1 LS 5,000.00 5,000.00 $71,303.00 RECEIVED CITY OF TUKWILA OCT 312018 PERMIT CENTER r Site Improvements (cont.) 24 Decorative white marble material infill 1 LS 1,000.00 1,000.00 25 Decorative crushed blue glass 1 LS 1,000.00 1,000.00 26 Concrete curb ramps 6 EA 950.00 5,700.00 27 Concrete planter walls, up to 3.0' high 115 LF 165.00 18,975.00 28 SS Metal handrails 18 LF 150.00 2,700.00 29 Wood bench 1 LS 5,000.00 5,000.00 30 Light Bollard / conduit 6 EA 1,500.00 9,000.00 31 Uplights / conduit 12 EA 800.00 9,600.00 32 4" PVC storm drain line / connection to ex. CB 38 LF 24.00 912.00 33 Flow dispersal trench 1 LS 800.00 800.00 $54,687.00 Landscape Improvements 34 Imported topsoil 94 CY 34.00 3,196.00 35 Soil Amendments / Fertilizer 1 LS 500.00 500.00 36 2" bark mulch 24 CY 28.00 672.00 37 Decorative rock beds 335 SF 4.00 1,340.00 38 Boulders 7 EA 300.00 2,100.00 39 Lawn seeding 862 SF 0.30 259.00 40 1 gal. shrubs 468 EA 20.00 9,360.00 41 2 gal. shrubs 36 EA 30.00 1,080.00 42 5 gal. shrubs 78 EA 40.00 3,120.00 43 1.75" caliper trees 2 EA 275.00 550.00 44 2.00" caliper trees 3 EA 450.00 1,350.00 45 8'-9' high evergreen trees 4 EA 250.00 1,000.00 46 Fine grade / soil preparation 3,800 SF 0.30 1,140.00 $25,667.00 Irrigation 47 Irrigation 3,800 SF 2.50 9,500.00 Total amount of exterior site work construction cost = $9,500.00 $206,120.00 • DLR Group Arch itecture Engineering Planning Interiors Boeing 9-55 Lobby Remodel Structural Calculation Package DLR Group Project No. 73-18133-00 August 18, 2017 FILE REVIEWED FOR CODE COMPLIANCE APPROVED DEC 12 2018 City of Tukwila BUILDING DIVISION NOTICE: These documents are instTPPlRII!Ris of profess canal servic0 66- e, and in ormation contained therein is incomplete unless used in conjunction with DLR Group's interpretations, decisions, observations and administrations. Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights. which preempts state and local public records act. RECEIVED CITY OF TUKWII.A AUG 22 2018 PERMIT CENTER © 2018 DLR Group, Inc, a Washington corporation. ALL RIGHTS RESERVED. 0 �crft..l P-C�o� 1z-�r 1 til is 4 ` �v DBGEC.. F 9.../koet 11,1v. O ,5o p 1.-1 S.LrPP 0 Scar ►tet 0 MtS�- 0 Checked by 1) L.. I'VF 3 MF 3 P. 2 p 3 VS� 2_ r- 14�, t"'St'- O L— . }C..vt t-A''',t._1(_ ,St...ertg;tt.TS O O ( . IA pp 6.41- SLAPP-,1--75 - t. 8..114 W -�- -�:i�co a.1.. iA- O (....-.,:Y") ti►e 1.,s fJn ter 7 _ 1c:› -P.,S p- 0 0 T-.1tra4A = 12.5 t( 1, pb _ 116 0 cr.., fzA . T� f O Vowe-Q- S-1.PPost-i 1 - (�t.A.th.l(o t-tc,ILg. 'AT • o,5 " (o1.-Al.1lJv t.,...tf 11.01--1T let P5P.- Tc,-7t, 1... L-im AD — 5 .6' x to .PSG 1 DLR Group Elevate the human experience through design 0 O aN S...tPR-aiL"rS 0 0 0 0 0 0 0 0 0 s" 2- -1-1 P SL,t PP 7Z SF 1-12-- PLC: (1 `4 €\_ T1r<€ r\ Date 1 Project 1 DLR Group Project#1 111 Page 1 Elevate the human experience Computed by 1 Checked by 1 through design S}..Ioti�a Lc rPS ct G-A-14t=9y 0 Q ISA L. 1--1c-�•A St x w 0 0 0 0 0 0 0 C.1 -se• ,A 0 3 01-I 0 0 0 .3 PSC' C.)*" Q VuT : irb4_ CA ' i A Asc _1p scc^t5- CASA, f= 2 -t ?SF CA se, 4 r1 rl • ( 014 f tt I r 1..4:44:" w Psr GAS DLR Group 51 University St Seattle, WA 98164 206-461-6000 JOB TITLE PROJECT JOB NO. NUMBER SHEET NO. CALCULATED BY MZ DATE 8/17/18 CHECKED BY DATE Snow Loads : ASCE 7-10 Roof slope = Horiz. eave to ridge dist (W) = Roof length parallel to ridge (L) = Type of Roof Ground Snow Load Risk Category Importance Factor Thermal Factor Exposure Factor Pf = 0.7*Ce*Ct I`Pg Unobstructed Slippery Surface Sloped -roof Factor Balanced Snow Load Rain on Snow Surcharge Angle Code Maximum Rain Surcharge Rain on Snow Surcharge Ps plus rain surcharge Minimum Snow Load 3.0 deg 65.0 ft 150.0 ft Monoslope Pg = 15.0 psf II 1 = 1.0 Ct = 1.20 Ce = 1.0 Cs = Ps = Pm = 12.6 psf no 1.00 12.6 psf 1.30 deg 5.0 psf 0.0 psf 12.6 psf 15.0 psf Uniform Roof Design Snow Load = 15.0 psf use 25.0 Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 16.1 Drift height (hd) Drift width Surcharge load: Balanced Snow load: lu = 12.5 ft h = 13.5 ft g = 16.0 pcf hb = 0.79 ft hd = 0.83 ft hc = 12.71 ft Therefore, design for drift = 0.83 ft w = 3.33ft pd = y*hd = 13.3 psf 12.6 psf Windward Snow Drifts 2 - Against walls. parap Upwind fetch Projection height Snow density Balanced snow height hc/hb >0.2 = 16.1 Drift height (hd) Drift width Surcharge load: Balanced Snow load: Iu = h = g= hb = hd = 25.9 psf ets, etc > 15' 163.0 ft 13.5 ft 16.0 pcf 0.79 ft 2.81 ft hc = 12.71 ft Therefore, design for drift = 2.81 ft w= 11.26ft pd = y'hd = 44.9 psf = 12.6 psf 57.5 psf Nominal Snow Forces NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. hd pd< Surcharge Load Due to Drifting 7 r - r t t w r' J Balanced Snow Load r"E Lu DLR Group "enter bldg Description" Snow f � fl f� C caa f� f� 3 3 Boeing Co ger 0 5 fly fl S960PI 0 3 upol fl 0 f> r �.i 0 f> 0 0 0 fl 0 0 J 9725 E Marginal Way S Tukwila, WA 98108 47 516262, -122298647 X IvLap demi Search Results for Map Page 1 of 1 Applied Technology Council ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact This site will be taken offline on June 30th 2018. Please start using the new site at httos://hazards.atcounciLoro Search Results Query Date: Fri Jun 29 2018 Latitude: 47.5163 Longitude: -122.2986 ASCE 7-10 Windspeeds (3 -sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 Risk Category III-IV: 115 MRI** 10 -Year: 72 MRI** 25 -Year: 79 MRI** 50 -Year: 85 MRI** 100 -Year: 91 ASCE 7-05 Windspeed: 85 (3 -sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) *Miles per hour **Mean Recurrence Interval Users should consult with local building officials to determine 9 there are community -specific wind speed requirements that govern. — Print your results Google WASHINGTON 09EGON San Francisco 0 IDAHO NEVADA CALFORNIA Canad r 1 SASKATCHEWAN: MONTANA TAH WVOM,NG WORT DAKO SOOT DAM) NEOR United St COLORADO K, oLas Vegas 0 Los Angeles • .1,401,..0ata ©2016 Google, INEGI WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542 http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&dec... 6/29/2018 Date I Project 1 Project # Page I �- Computed by 1 Checked by r>, L DAPS. • 0 3 f", r� r� 0 C-0/-41176-9--- ! h.1 Llitc---,k/ As et.J OL.0 S6D tkek-C Low n. b x g, _ tie) to p' c 4 1 DLR Group Elevate the human experience through design m -Q o..1 } PPE -CL ra,/t.. AS Piaui PC1 t+../L. OKI 1,--1/N) s\! tLD(0 • ---D wt- " P tss�t i w lt�� 1-- k 2 P 1 A PE'"t C4t�+tiltQ Is J4,iIL-A G4C, VcflI-t Fc - C.°F- fES� R-C)).f p Fc *'- L. -Go tr.) (-DL-Pa1'+.M j Lotter iS yet'4lLAIL "fin 0 905 P1rtFtsSLAS. E 3 Zti P o NEC&' 1' AFL sc.0 [.F� 2-(o PSS 0 1-14 7C.- Kik co'7frt f - cOTlJ .- �ht DrS F LEASTikt-) t7 i -I t+ Ln►J . A17Au--4C r = ss f" F - i I ox.4 , SF SL P 3s s oar srr'i. , 094.4-.1 st- .v) . c I-1 C ti ro?L1 V `�!� £-tom .b DLR Group 51 University St Seattle, WA 98164 206-461-6000 JOB TITLE PROJECT JOB NO. NUMBER SHEET NO. CALCULATED BY MZ DATE 8/17/18 CHECKED BY DATE Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = Base pressure (qh) = 22.4 psf a = Minimum parapet ht = 10.0 ft GCpi = Roof Angle (0) = 3.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive Zone 1 Positive Zones 2 & 3 Overhang Zone 1&2 Overhang Zone 3 Parapet Ultimate Wind Pressures 15.0 ft 6.0 ft +1-0.18 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.18 -1.11 -1.08 -26.4 -24.8 -24.1 -24.4 -24.1 -1.98 -1.49 -1.28 -44.3 -33.3 -28.6 -30.6 -28.6 -1.98 -1.49 -1.28 -44.3 -33.3 -28.6 -30.6 -28.6 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 1.08 0.97 0.92 24.1 21.7 20.6 21.0 18.1 -1.70 -1.63 -1.60 -38.0 -36.4 -35.8 -36.0 -24.6 -1.70 -1.63 -1.60 -38.0 -36.4 -35.8 -36.0 -24.6 Negative zone 3 = zone 2, since parapet >= 3ft. Overhang pressures in the table above assume an intemal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes intemal pressure of 4 psf) qp = 24.9 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Note: GCp reduced (olid Parapet Pressure CASE Surface Pressure (psf) User input 10 sf 100 sf 500 sf 75 sf A : Interior zone: 67.2 45.8 43.1 48.5 Comer zone: 67.2 45.8 43.1 48.5 :ASE B: Interior zone: -47.0 -39.1 -33.6 -40.1 Comer zone: -53.8 -41.9 -33.6 -43.4 GCp +1- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 75 sf 200 sf -1.17 -1.01 -0.90 -26.2 -22.6 -20.1 -23.0 -21.5 -1.44 -1.12 -0.90 -32.2 -25.1 -20.1 -26.0 -22.9 1.08 0.92 0.81 • 24.1 20.6 18.1 21.0 19.5 DLR Group "enter bldg Description" C&C DLR Group 51 University St Seattle, WA 98164 206-461-6000 JOB TITLE PROJECT JOB NO. NUMBER CALCULATED BY MZ CHECKED BY SHEET NO. _ DATE 8/17/18 DATE Wind Loads - Other Structures: ASCE 7- 10 Wind Factor = Gust Effect Factor (G) = Kzt = 1.00 0.85 Ultimate Wind Speed = 1.00 Exposure = 110 mph C A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) Dist to sign top (h) Height (s) Width (B) Wall Return (Lr) = Directionality (Kd) Percent of open area to gross area 25.0 ft 15.0 ft 72.0 ft 0.85 0.0% s/h = B/s = Lr/s = Kz = qz = Open reduction factor = Case C reduction factors Factor if s/h>0.8 = Wall return factor for Cf at 0 to s = 0.60 4.80 0.00 0.945 24.9 psf Ultimate Wind Pressures Case A & B Cf = 1.63 F=qzGCfAs = 34.5 As As = 10.0 sf F = 3451bs 1.00 Horiz dist from windward edge 0 to s 1.00 s to 2s 2s to 3s 1.00 3s to 10s B. Open Signs & Lattice Frameworks (openings 30% or more of gross area) Height to centroid of Af (z) 15.0 ft Width (zero if round) Diameter (zero if rect) Percent of open area to gross area Directionality (Kd) 0.O ft 2.O ft 35.0% 0.85 D(qz)^.5 = 1= Cf = 9.46 0.65. 1.1 C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures Height to centroid of Af Cross -Section Directionality (Kd) Height (h) Width (D) Type of Surface (z) 15.0 ft Square 0.90 15.0 ft 1.O ft N/A Square (wind along diagonal) Cf = 1.28 F=gzGCfAf = 25.7 Af Af = 10.0 sf F = 257 lbs CaseC Cf 3.06 1.98 1.42 1.06 Kz = Base pressure (qz) = F=gzGCfAf = Solid Area: Af = F = Kz = Base pressure (qz) = F=gzGCfAs (psf) 64.7 As 41.9 As 30.0 As 22.4 As 0.849 22.4 psf 20.9 Af 10.0 sf 209 lbs 0.849 23.7 psf h/D = 15.00 Square (wind normal to face) Cf = 1.67 F = qz G Cf Af = Af = F = 33.5 Af 10.0 sf 335 lbs DLR Group "enter bldg Description" Other W �; DLR Group JOB TITLE PROJECT !'N 51 University St Seattle, WA 98164 JOB NO. NUMBER SHEET NO. 1 206-461-6000 CALCULATED BY MZ DATE 8/17/18 CHECKED BY DATE 0 Wind Loads - Open Buildings: 0.25 <_ h/L 5 1.0 Ultimate Wind Pressures © Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Obstructed Roof Angle = 3.0 deg 0 NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Base pressure (qh) = 22.4 psf 0 Procedure not allowed h/L is less than 0.25 0 0 0 !1 0 0 0 0 ff‘arl 0 0 0 0 () 0 0f�f�f� 0 0 Kz = Kh (case 2) = 0.85 Roof pressures - Wind Normal to Ridge Wind Flow Load Case Obstructed Wind Flow Wind Direction y= 0 & 180 deg Cnw CnI > 2h Obstructed Wind Flow Cn = -0.50 -1.20 Obstructed A p = -9.5 psf -22.8 psf Wind FlowS 0.30 5.7 psf Cn = -1.10 -0.60 >36, <_ 144 sf _ p = -20.9 psf -11.4 psf NOTE: 1). Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. CnI is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the root'. Roof pressures - Wind Parallel to Ridge, y = 90 deg Wind Flow Load Case Obstructed Wind Flow Horizontal Distance from Windward Edge -< h >h _< 2h > 2h Obstructed Wind Flow A Cn = p = -1.20 -22.8 psf -0.90 -17.1 psf -0.60 -11.4 psf B _ Cn = p = 0.50 9.5 psf 0.50 9.5 psf 0.30 5.7 psf Fascia Panels -Horizontal pressures qp = 22.4 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 22.4 psf G = 0.85 h= 2h = 15.0 ft 30.0 ft Windward fascia: 33.5 psf (GCpn = +1.5) Leeward fascia: -22.4 psf (GCpn = -1.0) a= 6.Oft a2 = 36.0 sf 4a2 = 144.0 sf DLR Group e C&C pressure shall not be less than 16 psf acting in either direction normal to the surface. "enter bldg Description" Open Bldg Effective Wind Area Obstructed Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 36 sf 1.24 -4.19 0.96 -2.12 0.52 -1.40 CN >36, <_ 144 sf 0.96 -2.12 0.96 -2.12 0.62 -1.40 > 144 sf 0.62 -1.40 0.62 -1.40 0.62 -1.40 _< 36 sf 23.5 psf -79.6 psf 18.2 psf -40.2 psf 11.7 psf -26.5 psf Wind •>36, 5 144 sf 18.2 psf -40.2 psf 18.2 psf -40.2 psf 11.7 psf -26.5 psf pressure •> 144 sf 11.7 psf -26.5 psf 11.7 psf -26.5 psf 11.7 psf -26.5 psf DLR Group e C&C pressure shall not be less than 16 psf acting in either direction normal to the surface. "enter bldg Description" Open Bldg DLR Group JOB TITLE PROJECT 51 University St Seattle, WA 98164 JOB NO. NUMBER SHEET NO. r 1 206-461-6000 CALCULATED BY MZ DATE 8/17/18 CHECKED BY DATE r�, Wind Loads - Open Buildings: 0.25 5 h/L <_ 1.0 Ultimate Wind Pressures Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 3.0 deg 00000 \ r\ 0 r� r> r\ rj r1 r> r\ r-, fA r� r> r-, /Th 0 0 0 0 r� Main Wind Force Resisting System Kz = Kh (case 2) = 0.85 Base pressure (qh) = NOTE: The code requires the MWFRS be designed for a minimum pressure of 16 psf. 22.4 psf Roof pressures - Wind Normal to Ridge Procedure not allowed h/L is less than 0.25 Wind Flow Load Case Clear Wind Flow Wind Direction y = 0 & 180 deg Cnw CnI Clear Wind Flow 'A Cn = p = - 1.20 22.8 psf 0.30 5.7 psf B Cn = p = -1.10 -20.9 psf -0.10 -1.9 psf NOTE: 1). Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. CM is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, y = 90 deg Wind Flow Load Case Clear Wind Flow Horizontal Distance from Windward Edge <_h >h<_2h >2h Clear Wind Flow A Cn = •p = -0.80 - -15.2 psf -0.60 -11.4 psf -0.30 -5.7 psf B Cn = p = 0.80 15.2 psf 0.50 9.5 psf 0.30 - 5.7 psf Fascia Panels -Horizontal pressures qp = 22.4 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 22.4 psf G = 0.85 h= 2h = 15.0 ft 30.0 ft Windward fascia: 33.5 psf (GCpn = +1.5) Leeward fascia: -22.4 psf (GCpn = -1.0) a = 6.0 ft a2 = 36.0 sf 4a2 = 144.0 sf DLR Group "enter bldg Description" Open Bldg Effective Wind Area Clear Wind Flow zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 36 sf 2.72 -3.65 2.04 -1.86 1.36 -1.22 CN >36, 5 144 sf 2.04 -1.86 2.04 -1.86 _ 1.36 -1.22 > 144 sf 1.36 -1.22 1.36 -1.22 1.36 -1.22 <_ 36 sf 51.6 psf -69.4 psf 38.7 asf -35.3 psf 25.8 psf -23.1 psf Wind •>36, <_ 144 sf 38.7 psf -35.3 psf 38.7 psf -35.3 psf 25.8 psf -23.1 psf pressure > 144 sf 25.8 psf -23.1 psf 25.8 psf -23.1 psf 25.8 psf -23.1 psf DLR Group "enter bldg Description" Open Bldg Date 1 ,� Project I DLR GroupProject#I Page I Elevate the human experience r Computed by 1 Checked by 1 through design • 0 mil `*)'C. k 'A Pink+ Pee- its1a5f SS = 1,515 = C?-S�S3 S1%� GLASS -.._.� SPS _ •o \ S r .._-.—�► -R)-7141-- P ( ST R-tAr..•Tvt mac. s k K. fl�,siLo, J y -IS -r M . ©CL -P, cAt-rr f -CP Goth M W S'/ S -7F.,-1. X • =6 $------ LA a,-ir q- it 1 L©4 -D Gone gc34 ' t22 (FW . C. 1.- 1.25 �� Fz M Go r -Ago 1,) A-7 s w x.45 _ �-+ 6. - 5v, o- S'a3 eJ P - 2I5 AzSc,th-1Z_ r-4-7 OA PS _p 1 — 2k A& M L --‘2A1) ctAC1 o LI 1Lvii�Z� ClA t Fz9- Go 1.S (j ) 2 L-1, 6 r- t Got— ( ttii X - vtP soap w4LA- rS r.- p 3 FaI-11.-iPL1c1-r-,/ APAS L4ecet-i, L-oaQ. (ThL 1'-t • q S 3- t'-" r 3- 0 0 * MA l tom! L ' D 1r,1 (2 �4 M , Pz► F..L-e-r.-1C-KT7C. KR47 G1 -4•1 -L -tea .. A2p ,, Nil tFR-c_aL.L 1 2sS P eta Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title Boeing 9-55 Fri June 29, 2018 16:15:05 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.51626°N, 122.29865°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Page 1 of 2 USGS-Provided Output Ss = S1 = 1.515 g 0.573 g SMS = 1.515 g SM1 = 0.860 g SDS = SDI = 1.010 g 0.573 g 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 return to the application and select the"2009 NEHRP" building code reference document. 1.76 IM 1.44 1.28 1.12 o.s* f) oso O4 o.S 032 0.16 NICER Response Spectrum 0.37 0.40 OW 0B2 1.00 1.30 1..0 1 1 L4) Period, T (seri 2.02 Design Response Spectrum 0.3) 0,40 060 027 1.00 1 3) 4,40 1.60 I 213 Period, T (sec 2.02 https://prod01-earthquake. cr.usgs. gov/designmaps/us/summary.php?template=minimal&la... 6/29/2018 ASCE Seismic Base Shear Lic. # : KW -06008828 Boeing 8.55 ELF Fde = llseadata11Pmjects1734208-11_DESIG-11M3ENER-11BOEING-1.EC6 ENERCALC. INC. 1983-2018, Build:10.18.1.31, Ver.10.18.1.31 Licensee : DLR GROUP Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : 'II" : All Buildings and other structures except those listed as Category I, III, and IV Seismic Importance Factor = USER DEFINED Ground Motion Max. Ground Motions, 5% Damping : SS = S1 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 1.515 g, 0.2 sec response 0.5730 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration SMS = Fa *Ss S M1 =Fv"S1 Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System Fa Fv = D 1.00 • 1,50 • 1,515 = 0.860 S DSS MS2 3 = S01 S M1213 = ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 1.010 ASCE 7-10 Eq. 11.4-3 0.573 ASCE 7-10 Eq. 11.4-4 D ASCE 7-10 Table 11.5-1 & -2 ASCE 7-10 Table 12.2-1 Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd Cantilevered column systems detailed to conform to specific classification Steel ordinary cantilever column systems NOTE! See ASCE 7-10 for all applicable footnotes. Lateral Force Procedure 1.25 1.25 1.25 Building height Limits : Category "A & B" Limit. Category "C" Limit Category "D" Limit Category "E" Limit Category "F" Limit: Limit = 35 Limit = 35 Not Permitted i Not Permitted i Not Permitted i Equivalent Lateral Force Procedure The "Eauivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 hn " : Height from base to highest level = 25.0 ft "x"value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 " Cs " Response Coefficient S Ds: Short Period Design Spectral Response " R " : Response Modification Factor " I " : Seismic Importance Factor Seismic Base Shear Cs = 0.8080 from 12.8.1.1 ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 Ta = Ct "(hn ^ x) = 0.224 sec 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 1,010 From Eq. 12.8-2, Preliminary Cs = 1.25 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = = 0,224 sec ASCE 7-10 Section 12.8.1.1 • 0.808 2.050 0.044 • 0.8080 ASCE 7-10 Section 12.8.1 W ( see Sum Wi below) = 56.00 k Seismic Base Shear V = Cs *W = 45.25 k ASCE Seismic Base Shear File=llsearlatal\Pmjects\734208-1\ DESIG-11St103ENER-11BOEING-1.EC6 •ENERCALC, INC. 1983-2018, Bui 4:10.18.1.31, Ver.10.18.1.31 `ap' Lic. # : KW -06008828 Licensee : DLR GROUP Vertical Distribution of Seismic Forces ' k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... ASCE 7-10 Section 12.8.3 r\ Level# Wi : Weight Hi : Height (Wi* HiAk) Cvx Fx=Cvx *V 1 56.00 14.00 Sum Wi = 56.00 k Sum Wi * Hi = `'� Diaphragm Forces : Seismic Design Category "B" to "F" Level # Wi Fi Sum Fi Sum Wi 784.00 1.0000 784.00 k -ft 45.25 Total Base Shear= Sum Story Shear Sum Story Moment 45.25 0.00 45.25 k Base Moment = 633,5 k -ft ASCE 7-10 12.10.1.1 Fpx Dsgn. Force Fpx : Calcd Fpx : Min Fpx : Max i 3 1 56.00 45.25 45.25 56.00 45,25 11.31 22.62 22.62 45.25 rl Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of "Lat. Force" of current level plus all levels above /\ MIN Req'd Force @ Level 0.20 * S DSI * Wpx MAX Req'd Force @ Level 0.40 * S DSI * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi 1 SUM(x->n) wi, x = Current level, n = Top Level 0 (\ 0 rasi> r c 0 0 r 0 • 1 C1 Bentley. �� Current Date: 8/17/2018 11:15 AM • Units system: English f File name: \\seadatal\Projects\73-18133-00\+Design\St\02 Building Models\Boeing 9-55 Model 8.17.18.etz\ f1 f` fl f`1 / 1 Bentleys • Current Date: 8/17/2018 11:23 AM • Units system: English f File name: \\seadatal\Projects\73-18133-00\+Design\St\02 Building Models\Boeing 9-55 Model_8.17.18.etz\ • Load condition: WLP=Wind Load - Positive 1 r�i ari r r \aI \saI r11 \ivII r11 r� r� /�I f1, 1 2 - - 1o9— 5 �. 152 `al 155 N W N .-� W N \s• ' /� '.r 0 3 0 / 3 3 't r f" ▪ -N. o' 3 r1 rti Loads IN Bending moment 1 W, -� NJ, 1 131 N O' • W 01 129 w / an Bentley' Current Date: 8/17/2018 12:47 PM 1"-1, Units system: English File name: \\seadatal\Projects\73-18133-00\+Design\St\02 Building Models\Boeing 9-55 Model_8.17.18.etz\ fes, f> \ Report: Summary - Group by member Steel Code Check api Load conditions to be included in design : fA D1=1.4DL D2=1.2DL+0.5LL D3A=1.2DL+0.5SL1 D3B=1.2DL+0.5SL2a D3C=1.2DL+0.5SL2b (D3D=1.2DL+0.5SL3a D4=1.2DL+1.6LL r D5A=1.2DL+1.6SL1 �..� D5B=1.2DL+1.6SL2a r D5C=1.2DL+1.6SL2b D5D=1.2DL+1.6SL3a e D6=1.2DL+0.5WLP D7=1.2DL+0.5WLN n D8=1.2DL+1.6LL+0.5WLP D9=1.2DL+1.6LL+0.5WLN D10A=1.2DL+1.6SL1+0.5WLP D10B=1.2DL+1.6SL2a+0.5WLP D10C=1.2DL+1.6SL2b+0.5WLP rTh D10D=1.2DL+1.6SL3a+0.5WLP D11A=1.2DL+1.6SL1+0.5WLN D11 B=1.2DL+1.6SL2a+0.5WLN D11 C=1.2DL+1.6SL2b+0.5WLN D11 D=1.2DL+1.6SL3a+0.5WLN D12=1.2DL+WLP D13=1.2DL+WLN D14=1.2DL+0.5LL+WLP VP/ 015=1.2DL+0.5LL+WLN D16A=1.2DL+0.5SL1+WLP D16B=1.2DL+0.5SL2a+WLP O16C=1.2DL+0.5SL2b+WLP D16D=1.2DL+0.5SL3a+WLP D17A=1.2DL+0.5SL1+WLN D17B=1.2DL+0.5SL2a+WLN 017C=1.2DL+0.5SL2b+WLN D17D=1.2DL+0.5SL3a+WLN D18A=1.2DL+0.2SL1 D18B=1.2DL+0.2SL2a D18C=1.2DL+0.2SL2b 0180=1.2DL+0.2SL3a 019=1.402DL+1.25EQZ D20=1.402DL+1.25EQX D21=1.402DL+0.2SL1 +1.25EQZ D22=1.402DL+0.2SL1+1.25EQX D23=0.9DL-WLP D24=0.9DL-WLN D25=0.698DL+1.25EQZ D26=0.698DL+1.25EQX D27=1.402DL-1.25EQZ D28=1.402DL+1.25EQX D29=1.402DL+0.2SL1-1.25EQZ D30=1.402DL+0.2SL1-1.25EQX D31=0.9DL-WLP D32=0.9DL-WLN C%� � kj Pagel D33=0.698DL-1.25EQZ D34=0.698DL-1.25EQX Description Section Member Ctrl Eq. Ratio Status Reference HSS_RECT4X3X1_4 146 D30 at 100.00% 0.11 OK Eq. H1 -lb Bent - Lower Tapered 8" l 1 D30 at 0.00% 0.62 OK Eq. H1 -1b 5 D30 at 0.00% 0.62 OK Eq. H1 -1b 9 D30 at 0.00% 0.78 OK Eq. H1 -1b 13 D22 at 0.00% 0.82 OK Eq. H1 -1b 17 D22 at 0.00% 0.81 OK Eq. H1 -1b 21 D22 at 0.00% 0.81 OK Eq. H1 -1b Bent - Upper 2 D16D at 0.00% 0.21 OK Eq. H1 -lb 6 D22 at 0.00% 0.22 OK Eq. H1 -1b 10 D22 at 0.00% 0.21 OK Eq. H1 -1b 14 D22 at 12.50% 0.21 OK Eq. H1 -1b 18 D30 at 0.00% 0.20 OK Eq. H1 -1b 22 D20 at 12.50% 0.16 OK Eq. H1 -1b Canopy Edge W 8X24 117 D10A at 100.00% 0.19 OK Eq. H1-1 b 118 D10A at 0.00% 0.18 OK Eq. H1-1 b 119 D10A at 0.00% 0.24 OK Eq. H1 -1b 120 D10A at 100.00% 0.24 OK Eq. H1 -lb 121 D10A at 100.00% 0.19 OK Eq. H1 -1b 122 D10A at 100.00% 0.25 OK Eq. H1 -1b 123 D10Aat0.00% 0.18 OK Eq. H1 -lb 124 D10A at 0.00% 0.24 OK Eq. H1 -1b Canopy Edge Girder W 8X18 129 D10C at 50.00% 0.06 OK Eq. H1 -1b 131 D10C at 50.00% 0.06 OK Eq. H1 -1b Canopy Edge W6 W 6X16 133 D10A at 0.00% 0.08 OK Eq. H1 -lb 134 D10Aat0.00% 0.08 OK Eq.H1-lb 136 D10A at 0.00% 0.08 OK Eq. H1 -1b 137 D10A at 0.00% 0.08 OK Eq. H1 -lb Canopy Girder W 8X24 109 D10D at 50.00% 0.13 OK Eq. H1 -1b 110 D10C at 50.00% 0.15 OK Eq. H1 -1b 111 D10C at 50.00% 0.15 OK Eq. H1 -lb 112 D10D at 50.00% 0.13 OK Eq. H1 -lb Canopy W6 Infill W 6X16 139 D10A at 50.00% 0.02 OK Eq. H1 -1b 140 D10A at 50.00% 0.02 OK Eq. H1 -1b Canopy W8 Infill W 8X18 113 D10A at 50.00% 0.03 OK Eq. H1 -1b 114 D10A at 50.00% 0.03 OK Eq. H1 -lb 115 D10D at 50.00% 0.10 OK Eq. H1 -1b 116 0100 at 50.00% 0.10 OK Eq. H1 -lb 130 D10A at 50.00% 0.04 OK Eq. H1 -1b 132 D10A at 50.00% 0.04 OK Eq. H1 -1b Glazing Support Verts HSS_RECT 4X3X1_4 41 D30 at 100.00% 0.31 OK Eq. H1 -1b 42 D22 at 100.00% 0.31 OK Eq. H1 -1b 43 D22 at 100.00% 0.32 OK Eq. H1 -1b 44 D22 at 100.00% 0.31 OK Eq. H1 -1b 45 D20 at 100.00% 0.31 OK Eq. H1 -1b 52 D22 at 0.00% 0.96 OK Eq. H1 -1b 53 D22 at 0.00% 0.94 OK Eq. H1 -lb 54 D22 at 0.00% 0.95 OK Eq. H1 -1b 143 D16C at 43.75% 0.12 OK Eq. H1 -lb 151 0160 at 50.00% 0.12 OK Eq. H1 -lb Horizontal HSS_RECT 6X3X1_4 31 D16C at 100.00% 0.40 OK Eq. H1 -1b Page2 / 1 td 1 1 l...., / 1 W 32 D22 at 0.00% 0.31 OK Eq. H1 -1b 11 33 D22 at 0.00% 0.30 OK Eq. H1 -1b 34 D30 at 100.00% 0.30 OK Eq. H1 -1b 1 35 D16D at 0.00% 0.39 OK Eq. H1-1 b 36 D16C at 0.00% 0.41 OK Eq. H1 -1b 3 37 D22 at 100.00% 0.35 OK Eq. H1 -1b f 38 D22 at 100.00% 0.36 OK Eq. H1 -1b \ 39 D22 at 100.00% 0.36 OK Eq. H1 -1b �l 40 D12 at 100.00% 0.39 OK Eq. H1 -lb �s7 46 D22 at 100.00% 0.91 OK Eq. H1 -1b r\ 47 D22 at 100.00% 0.86 OK Eq. H1 -lb r..' 48 D30 at 0.00% 0.97 OK Eq. H1 -1b r 49 D30 at 100.00% 0.53 OK Eq. H1 -lb 50 D30 at 100.00% 0.50 OK Eq. H1 -lb 51 D22 at 0.00% 0.52 OK Eq. H1 -lb 141 D12 at 0.00% 0.38 OK Eq. H1 -lb 0 142 D16D at 0.00% 0.41 OK Eq. H1 -lb f \ 147 D30 at 0.00% 0.21 OK Eq. H1 -lb 148 D22 at 0.00% 0.27 OK Eq. H1 -lb r-, 152 D12 at 0.00% 0.38 OK Eq. H1 -lb 155 D16A at 100.00% 0.42 OK Eq. H1 -lb rl F Louver Offset P1 3/8x5 55 D16D at 0.00% 0.18 OK Eq. H1 -lb 56 D17C at 0.00% 0.34 OK Eq. H1 -1b r- 57 D29 at 0.00% 0.19 OK Eq. H1 -1b t% 58 D17B at 0.00% 0.34 OK Eq. H1-1 b rl 59 D27 at 0.00% 0.19 OK Eq. H1 -lb 60 D17B at 0.00% 0.34 OK Eq. H1 -1b \A., 61 D29 at 0.00% 0.19 OK Eq. H1-1 b 62 D17C at 0.00% 0.34 OK Eq. H1-1 b 63 D29 at 0.00% 0.19 OK Eq. H1 -1b 'l 64 D17D at 0.00% 0.34 OK Eq. H1 -lb 65 D16D at 0.00% 0.18 OK Eq. H1 -1b 0 66 D17B at 0.00% 0.20 OK Eq. H1 -1b 67 D16B at 0.00% 0.34 OK Eq. H1 -lb r\ 68 D19 at 0.00% 0.20 OK Eq. H1 -lb 69 D16B at 0.00% 0.33 OK Eq. H1 -lb 0 70 D21 at 0.00% 0.21 OK Eq. H1 -1b /-"z%71 016C at 0.00% 0.33 OK Eq. H1 -1b \iv, 72 D19 at 0.00% 0.20 OK Eq. H1 -1b 73 D16C at 0.00% 0.34 OK Eq. H1 -1b � 1 74 D19 at 0.00% 0.20 OK Eq. H1 -1b r', 75 D16C at 0.00% 0.34 OK Eq. H1 -1b .."'" 76 D17C at 0.00% 0.20 OK Eq. H1-1 b 88 D17B at0.00% 0.27 OK Eq. H1 -1b r 89 D16C at 0.00% 0.26 OK Eq. H1-1 b \ 90 D22 at 0.00% 0.08 OK !, 91 D22 at 0.00% 0.10 OK 92 D29 at 0.00% 0.23 OK Eq. H1 -lb rTh, 93 D19 at 0.00% 0.25 OK Eq. H1 -lb \'. 94 D22 at 0.00% 0.08 OK r� 95 D22 at 0.00% 0.10 OK 96 D27 at 0.00% 0.25 OK Eq. H1 -1b 97 D21 at0.00% 0.27 OK Eq. H1 -lb 98 D27 at 0.00% 0.09 OK Eq. H1 -lb 99 D22 at 0.00% 0.10 OK 1-\ 100 D27 at 0.00% 0.24 OK Eq. H1-1 b \S 101 D21 at0.00% 0.28 OK Eq. H1 -1b 0 Louver Vert HSS_RECT 4X3X1_4 77 D21 at 100.00% 0.03 OK Eq. H1-1 b 0 78 D16B at 100.00% 0.04 OK Eq. H1 -1b 79 D19 at 100.00% 0.03 OK Eq. H1-2 80 D16B at 100.00% 0.05 OK Eq. H1-2 0 r1 c-.-.\ Page3 r1 /" / r\ \.ge 81 D19 at 100.00% 0.03 OK Eq. H1-2 r1 82 D16C at 100.00% 0.04 OK Eq. H1-2 83 D21 at 100.00% 0.03 OK Eq. H1-2 r 84 D16C at 100.00% 0.05 OK Eq. H1-2 85 D19 at 100.00% 0.03 OK Eq. H1-2 \41.' 86 D16D at 100.00% 0.04 OK Eq. H1 -lb 87 D19 at 100.00% 0.03 OK Eq. H1 -1b 102 D16C at 100.00% 0.03 OK Eq. H1 -1b r- 103 D30 at 100.00% 0.02 OK Eq. H1 -1b \awl 104 D29 at 100.00% 0.03 OK Eq. H1 -lb r. 105 D29 at 100.00% 0.02 OK Eq. H1 -1b \'p 106 D27 at 100.00% 0.03 OK Eq. H1 -1b r> 107 D27 at 100.00% 0.02 OK Eq. H1 -1b \s'108 D27 at 100.00% 0.03 OK Eq. H1 -1b /-1% Primary Horizontal W 8X24 25 D22 at 100.00% 0.29 OK Eq. H1 -1b \✓ 26 D30 at 0.00% 0.27 OK Eq. H1 -1b r"A 27 D30 at 0.00% 0.20 OK Eq. H1 -1b 28 D30 at 0.00% 0.21 OK Eq. H1 -1b I's 29 D22 at 100.00% 0.23 OK Eq. H1 -1b r"x Taper 1 8" Wide Taper 16 D29 at 0.00% 0.02 OK Eq. H1 -1b r 20 D29 at 0.00% 0.02 OK Eq. H1 -1b \.r' 24 D27 at 0.00% 0.02 OK Eq. H1 -lb \../ Taper 2 W 8X24 3 D10C at 0.00% 0.33 OK Eq. H1 -1b r-), 7 D10C at 0.00% 0.53 OK Eq. H1 -1b \ap' 11 D10C at 0.00% 0.34 OK Eq. H1 -1b r\ 15 D29 at 0.00% 0.01 OK Eq. H1 -1b 19 D29 at 0.00% 0.01 OK Eq. H1 -1b Q 23 D27 at 0.00% 0.01 OK Eq. H1 -1b r\ Taper 3 8" Wide Taper 4 D10D at 0.00% 0.22 OK Eq. H1 -lb r'lk 8 D10D at 0.00% 0.36 OK Eq. H1 -lb V' 12 D10D at 0.00% 0.22 OK Eq. H1 -1b r,a ---- \"., W6 Canopy Edge Girder W 6X16 135 D10B at 50.00% 0.05 OK Eq. H1 -1b r 138 D1 OB at 50.00% 0.05 OK Eq. H1 -1b gad W8 Canopy Edge W 8X24 125 D10A at 0.00% 0.13 OK Eq. H1 -lb 126 D10Aat0.00% 0.13 OK Eq.H1-lb 127 D10A at 0.00% 0.13 OK Eq. H1 -lb /Th 128 D10A at 0.00% 0.13 OK Eq. H1 -lb 0 0 r1 0 0 0 0 0 0 0 rel, Page4 I1 0 Bentt y Current Date: 8/17/2018 12:31 PM Units system: English File name: \\seadatal\Projects\73-18133-00\+Design\St\02 Building Models\Boeing 9-55 Model_8.17.18.etz\ Steel connections r Results 0 \."' Connection name : Fixed biaxial BP Connection ID : 1 0 Family: Column - Base (CB) Type: Base plate 11, Description: Smart Fixed Biaxial Base Plate 1 f-2kDesign code: AISC 360-10 LRFD, ACI 318-08 DEMANDS r� Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] f--. ----- - -- - - .r., DL DL -13.89 0.11 22.34 -1.93 0.01 Design r� LL -4.75 0.00 8.31 -0.60 0.00 Design SL1 -5.94 0.00 10.39 -0.75 0.00 Design SL2a -4.51 0.00 1.39 -0.75 0.00 Design SL2b -4.40 0.00 14.20 -0.37 0.00 Design SL3a -5.69 0.00 2.90 -0.91 0.00 Design C ▪ "x WLP -11.45 0.02 -117.03 5.22 0.00 Design \Jr' WLN 11.45 -0.02 116.31 -5.23 0.00 Design (-1, EQZ 1.50 0.02 116.46 -8.02 0.01 Design EQX -0.62 27.29 -2.10 0.13 4.84 Design 0 D1 -19.45 0.15 31.30 -2.70 0.02 Design D2 -19.04 0.13 31.00 -2.61 0.02 Design D3A -19.64 0.13 32.04 -2.69 0.02 Design D3B -18.92 0.13 27.51 -2.69 0.02 Design D3C -18.87 0.13 33.96 -2.50 0.02 Design O D3D -19.51 0.13 28.27 -2.77 0.02 Design D4 -24.27 0.14 40.20 -3.27 0.02 Design O D5A -26.17 0.14 43.56 -3.51 0.02 Design / ` D5B -23.88 0.14 29.03 -3.52 0.02 Design D5C -23.71 0.14 49.70 -2.91 0.02 Design D5D -25.77 0.14 31.46 -3.77 0.02 Design D6 -22.39 0.14 -31.93 0.29 0.02 Design ( D7 -10.94 0.12 85.39 -4.93 0.02 Design ��.•.•�� D8 -30.00 0.15 -18.65 -0.66 0.02 Design O D9 -18.55 0.13 98.87 -5.88 0.02 Design D10A -31.90 0.15 -15.32 -0.90 0.02 Design D1OB -29.61 0.15 -29.84 -0.91 0.02 Design /Th D10C -29.44 0.15 -9.12 -0.30 0.02 Design D1OD -31.49 0.15 -27.44 -1.17 0.02 Design 0 D11A -20.45 0.13 102.25 -6.12 0.02 Design D11B -18.16 0.13 87.71 -6.13 0.02 Design D11C -17.98 0.13 108.34 -5.52 0.02 Design D11 D -20.04 0.13 90.17 -6.38 0.02 Design O D12 -28.12 0.15 -90.87 2.90 0.02 Design D13 -5.22 0.11 143.78 -7.54 0.01 Design D14 -30.50 0.15 -86.75 2.60 0.02 Design C-1 D15 -7.59 0.11 148.02 -7.84 0.01 Design D16A -31.09 0.15 -85.72 2.53 0.02 Design rte./ Pagel r\ / ! !1 D16B -30.38 0.15 -90.25 2.53 0.02 Design ! 1 D16C -30.32 0.15 -83.77 2.72 0.02 Design v.r D16D -30.97 0.15 -89.50 2.45 0.02 Design D17A -8.19 0.11 149.08 -7.92 0.01 Design �.d D17B -7.47 0.11 144.54 -7.92 0.01 Design D17C -7.42 0.11 150.96 -7.73 0.01 Design D170 -8.06 0.12 145.32 -8.00 0.01 Design D18A -17.86 0.13 28.91 -2.47 0.02 Design D18B -17.57 0.13 27.10 -2.47 0.02 Design \ow' D18C -17.55 0.13 29.67 -2.39 0.02 Design 0180 -17.80 0.13 27.40 -2.50 0.02 Design D19 -17.60 0.18 177.76 -12.71 0.03 Design f� D20 -20.26 34.55 28.69 -2.54 5.93 Design K" D21 -18.78 0.18 179.89 -12.86 0.03 Design D22 -21.44 34.56 30.78 -2.69 5.92 Design D23 -1.05 0.08 136.89 -6.97 0.01 Design D24 -23.95 0.12 -97.42 3.48 0.01 Design D25 -7.82 0.10 161.57 -11.36 0.02 Design D26 -10.47 34.33 12.94 -1.18 5.99 Design D27 -21.35 0.13 -115.09 7.30 0.01 Design D28 -20.26 34.55 28.69 -2.54 5.93 Design D29 -22.54 0.13 -113.03 7.15 0.01 Design D30 -19.89 -34.26 36.13 -3.02 -5.90 Design D31 -1.05 0.08 136.89 -6.97 0.01 Design D32 -23.95 0.12 -97.42 3.48 0.01 Design D33 -11.57 0.05 -130.44 8.67 0.00 Design D34 -8.92 -34.19 18.24 -1.51 -5.99 Design Design for major axis Base plate (AISC 360-10 LRFID) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References f", \"'' Base plate 3 Longitudinal dimension [in] 36.00 24.88 1 Transversal dimension [in] 18.00 8.88 i/ Distance from anchor to edge [in] 2.00 0.25 1 CA Weld size [1/16in] 7 3 -- 1 table J2.4 DESIGN CHECK r"k Verification Unit Capacity Demand Ctrl EQ Ratio References rso, Concrete base Axial bearing [Lb/ft2] 636480.00 115565.90 D21 0.18 Q DG1 3.1.1; Base plate Flexural yielding (bearing interface) [Kip*ft/ft] 24.81 17.48 D21 0.70 4 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 Flexural yielding (tension interface) [Kip*ft/ft] 24.81 14.59 D21 0.59 (I DG1 Eq. 3.3.13 Column 0 Weld capacity [Kip/ft] 175.41 25.12 D21 0.14 Q p. 8-9, Sec. J2.5, O Sec. J2.4, DG1 p. 35 O Elastic method weld shear capacity [Kip/ft] 116.94 3.36 D21 0.03 0 p. 8-9, (Mt Sec. J2.5, Sec. J2.4 O Elastic method weld axial capacity [Kip/ft] 175.41 49.22 D21 0.28 3 p. 8-9, Sec. J2.5, O Sec. J2.4 O Ratio 0.70 0 ! Page2 GEOMETRIC CONSIDERATIONS Dimensions Base plate Longitudinal dimension Transversal dimension Distance from anchor to edge Weld size DESIGN CHECK Verification Unit Design for minor axis Base plate (AISC 360-10 LRFD) Unit Value Min. value Max. value Sta. References 18.00 36.00 2.00 7 8.88 24.88 0.25 3 Capacity Demand Ctrl EQ Vir d table J2.4 Ratio References Concrete base Axial bearing Base plate Flexural yielding (bearing interface) Flexural yielding (tension interface) Column Weld capacity Elastic method weld shear capacity Elastic method weld axial capacity Ratio GEOMETRIC CONSIDERATIONS Dimensions [Lb/ft2] 636480.00 [Kip*ft/ft] 24.81 [Kip*ft/ft] 24.81 [Kip/ft] 175.41 [Kip/ft] [Kip/ft] 0.70 Unit 116.94 175.41 115565.90 D21 17.48 D21 14.59 D21 25.12 D21 2.32 D26 114.71 D22 Major axis Anchors 0.18 0 DG1 3.1.1; 0.70 0 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 0.59 4 DG1 Eq. 3.3.13 0.14 0 p. 8-9, Sec. J2.5, Sec. J2.4, DG1 p. 35 0.02 0 p. 8-9, Sec. J2.5, Sec. J2.4 0.65 4 p. 8-9, Sec. J2.5, Sec. J2.4 Value Min. value Max. value Sta. References Anchors Anchor spacing Concrete cover Effective length [in] [in] [in] 10.67 4.00 -- it Sec. D.8.1 31.50 3.00 -- w% Sec. 7.7.1 18.65 -- 23.35 t*1 DESIGN CHECK Verification Anchor tension Breakout of anchor in tension Breakout of group of anchors in tension Pullout of anchor in tension Anchor shear Breakout of anchor in shear Breakout of group of anchors in shear Pryout of anchor in shear Pryout of group of anchors in shear Interaction of tensile and shear forces Unit [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] Capacity Demand Ctrl EQ Ratio References 34.07 20.94 D21 109.47 20.94 D21 164.65 76.64 D21 47.10 20.94 D21 17.72 1.61 D21 74.62 1.61 D21 84.17 12.86 D21 218.93 1.61 D21 329.30 9.65 D21 1.20 0.00 DL Page3 0.61 4 Eq. D-3 0.19 0 Eq. D-4, Sec. D.3.3.3 0.47 Eq. D-5, Sec. D.3.3.3 0.44 (10 Sec. D.3.3.3 0.09 0 Eq. D-20 0.02 0 Sec. D.3.3.3 0.15 0 Sec. D.3.3.3 0.01 ( Eq. D-4, Sec. D.3.3.3 0.03 0 Eq. D-5, Sec. D.3.3.3 0.00 0 Eq. D-3, Eq. D-4, Sec. D.3.3.3, Eq. D-5, f f 1 �✓ Eq. D-20, r 1 Sec. D.7 P Ratio 0.61 Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Anchors C-1, Anchor spacing [in] 10.67 4.00 Sec. D.8.1 Concrete cover [in] 31.50 3.00 -- Sec. 7.7.1 f Effective length [in] 18.65 -- 23.35 t% f. DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References f Anchor tension [Kip] 34.07 20.94 D21 0.61 Eq. D-3 Breakout of anchor in tension [Kip] 109.47 20.94 D21 0.19 (Mj Eq. D-4, f> Sec. 1.3.3.3 f Breakout of group of anchors in tension [Kip] 164.59 76.64 D21 0.47 30 Eq. D-5, Sec. D.3.3.3 f ', Pullout of anchor in tension [Kip] 47.10 20.94 D21 0.44 Sec. D.3.3.3 `....' Anchor shear [Kip] 17.72 1.61 D21 0.09 Q Eq. D-20 C Breakout of anchor in shear [Kip] 70.19 0.75 D26 0.01 Q Sec. D.3.3.3 Breakout of group of anchors in shear [Kip] 84.17 5.99 D26 0.07 Q Sec. D.3.3.3 Pryout of anchor in shear [Kip] 218.93 0.75 D26 0.00 Q Eq. D-4, f -A Sec. D.3.3.3 Pryout of group of anchors in shear [Kip] 362.07 4.45 D20 0.01 0 Eq. D-5, (-1, Sec. D.3.3.3 __ Interaction of tensile and shear forces [Kip] 1.20 0.00 DL 0.00 0 Eq. D-3, Eq. D-4, f Sec. D.3.3.3, Eq. D-5, Eq. D-20, Sec. D.7 f Ratio 0.61 s\ Global critical strength ratio 0.70 f 0 0 0 0 0 0 fTh f\ fsl Page4 f -N f l • i , i , • • • Biaxial Maximum compression and tension (D21) Base plate Concrete stress [Fbtln2] p 0 802.54 802.54 802.54 802.54 O O 802.54 802.54 802.54 802.54 802.54 O O 802.54 802.54 802.54 802.54 302.54 802.54 802.54 Maximum bearing pressure 802.54 [psi] Minimum bearing pressure 802.54 [psi] Maximum anchor tension 20.94 [Kip] Minimum anchor tension 0.00 [Kip] Neutral axis angle 0.00 Bearing length 6.64 (in] Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] [in] [Kip] [Kip] 1 -7.00 -16.00 -1.61 0.00 2 -7.00 -5.33 -1.61 4.65 3 -7.00 5.33 -1.61 12.79 4 -7.00 16.00 -1.61 20.94 5 7.00 16.00 -1.61 20.90 6 7.00 5.33 -1.61 12.75 7 7.00 -5.33 -1.61 4.61 8 7.00 -16.00 -1.61 0.00 Results for tensile breakout (D21) Group Area Tension Anchors [in2] [Kip] 1 5122.67 76.64 2, 3, 4, 5, 6, 7 Major axis Pages i Base plate Anchors tension [kip] • 0 -1.4 -2.79 -4.19 -5.58 -8.98 -8.37 -9.77 -11.17 -12.56 -13.96 -15.35 -16.75 • x -18.15 -19.54 -20.94 O 1 f Results for shear breakout (D21) Group Area Shear Anchors [in2] [Kip] 1 2304.00 3.22 1, 8 2 2304.00 6.43 1, 2, 7, 8 3 2304.00 9.65 1, 2, 3, 6, 7, 8 4 2304.00 12.86 1, 2, 3, 4, 5, 6, 7, 8 Results for tensile breakout (D21) Group Area Tension Anchors [in2] [Kip] 1 5122.67 76.64 2, 3, 4, 5, 6, 7 Results for shear breakout (D26) .13 Group Area Shear Anchors [in2] [Kip] 1 2304.00 5.99 1, 2, 3, 4, 5, 6, 7, 8 2 2304.00 2.99 5, 6, 7, 8 Minor axis Page6 Current Date: 8/17/2018 12:39 PM Units system: English Design Results Reinforced Concrete Footings GENERAL INFORMATION: Global status OK Design Code ACI 318-2011 Footing type Spread Column type Steel Geometry .X 14ft 7ft 7ft Pagel 14 ft 24 in. 7ft ! 1 Length 14.00 [ft] Width 7.00 [ft] Thickness 2.00 [ft] f1 Base depth 6.00 [ft] Base area 98.00 [ft2] u Footing volume 196.00 [ft3] Base plate length 36.00 [in] ! 1 Base plate width 18.00 [in] Column length 24.00 [in] c-^‘ Column width 7.90 [in] r1 �1. Column location relative to footing g.c. Centered 1 Materials !1 Concrete, fc 4.00 [Kip/in2] Steel, fy 60.00[Kip/in2] Concrete type : Normal Epoxy coated No (`1i Concrete elasticity modulus : 3605.00 [Kip/in2] Steel elasticity modulus : 29000.00 [Kip/in2] ! 1 Unit weight 0.15 [Kip/ft3] Soil Modulus of subgrade reaction 200.00 [Kip/ft3] Unit weight (wet) 0.11 [Kip/ft3] Footing reinforcement Free cover 3.00 [in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement // to L (xx) 7-#7 @ 13.00" Top reinforcement //to L (xx) 747 @ 13.00" Bottom reinforcement 1/ to B (zz) 447 @ 13.00" (Zone 1) Bottom reinforcement //to B (zz) : 9-#7 @ 10.00" (Zone 2) Bottom reinforcement 11 to B (zz) : 447 @ 13.00" (Zone 3) Top reinforcement // to B (zz) . 4-#7 @ 13.00" Top reinforcement 11 to B (zz) 647 @ 16.00" Top reinforcement // to B (zz) : 447 @ 13.00" Load conditions to be included in design ✓ Service Toads: S1 _S1 S2 _S2 S3A _S3A S3B _S3B S3C S3C 1 S3D _S3D S4 _S4 '1 S5A _S5A -� S5B _S5B `1 S5C S5C `� S5D S5D 1 S6 S6 .1 S7 _S7 S8 _S8 '1 S9 _S9 S10 _S10 11 S11 _S11 J S12A _S12A S12B _S12B S12C _S12C S12D S12D •� S13A _S13A J S13B _S13B 1 J ) Page2 1 J J S13C _S13C S13D _S13D S14A _S14A S14B S14B S14C _S14C S14D _S14D S15 _S15 S16 _S16 S17 _S17 S18 _S18 Design strength loads: D1 _D1 D2 _D2 D3A _D3A D3B _D3B D3C _D3C D3D _D3D D4 _D4 D5A _D5A D5B _D5B D5C _D5C D5D _D5D D6 _D6 D7 _D7 D8 _D8 D9 _D9 D10A _D10A D1OB _D1OB D10C _D10C D1OD _D1OD D11A _D11A D11B D11B D11C _D11C D11D _D11D D12 _D12 D13 _D13 D14 _D14 D15 _D15 D16A _D16A D16B _D16B D16C _D16C D16D _D16D D17A _D17A D17B _D17B D17C _D17C D17D _D17D D18A _D18A D18B _D18B D18C _D18C D18D _D18D D19 _D19 D20 _D20 D21 _D21 D22 _D22 D23 _D23 D24 _D24 D25 D25 D26 _D26 D27 _D27 D28 _D28 D29 _D29 D30 _D30 D31 D31 Page3 / 1 / / D32 _D32 / 1 D33 D33 D34 D34 Loads f1 Condition Footing Node Axial Mxx Mzz Vx Vz \--� [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] /1 ---- --- -- u DL 1 6 14.02 0.11 -22.07 -1.93 -0.01 ."-N, LL 1 6 4.79 0.00 -8.21 -0.60 0.00 U SL1 1 6 5.98 0.00 -10.27 -0.75 0.00 / 1 SL2a 1 6 4.57 0.00 -1.37 -0.75 0.00 /, SL2b 1 6 4.41 0.00 -14.03 -0.37 0.00 SL3a 1 6 5.76 0.00 -2.86 -0.91 0.00 .Th WLP 1 6 10.51 0.02 115.61 5.22 0.00 u WLN 1 6 -10.50 -0.02 -114.90 -5.23 0.00 / 1 EQZ 1 6 -0.24 0.02 -115.06 -8.02 -0.01 ✓ EQX 1 6 0.59 27.29 2.07 0.13 -4.78 f 1 _D1 1 6 19.63 0.15 -30.93 -2.70 -0.02 U _D2 1 6 19.22 0.13 -30.62 -2.61 -0.02 /, 03A 1 6 19.82 0.13 -31.66 -2.69 -0.02 /1 _D3B 1 6 19.11 0.13 -27.18 -2.69 -0.02 u _D3C 1 6 19.03 0.13 -33.55 -2.50 -0.02 /1 _D3D 1 6 19.70 0.13 -27.93 -2.77 -0.02 _D4 1 6 24.49 0.14 -39.72 -3.27 -0.02 r" -"s, D5A 1 6 26.40 0.14 -43.03 -3.51 -0.02 .J _D5B 1 6 24.14 0.14 -28.68 -3.52 -0.02 / 1 .J - D5C 1 6 23.87 0.14 -49.10 -2.91 -0.02 /, D5D 1 6 26.04 0.14 -31.08 -3.77 -0.02 _06 1 6 22.08 0.14 31.55 0.29 -0.02 1 _07 1 6 11.57 0.12 -84.36 -4.93 -0.02 ._J _D8 1 6 29.74 0.15 18.42 -0.66 -0.02 ,.- 1D9 1 6 19.23 0.13 -97.68 -5.88 -0.02 1 D10A 1 6 31.65 0.15 15.13 -0.90 -0.02 1 D 1 OB 1 6 29.39 0.15 29.48 -0.91 -0.02 ,1 D10C 1 6 29.13 0.15 9.01 -0.30 -0.02 _D1OD 1 6 31.29 0.15 27.10 -1.17 -0.02 1 _D11A 1 6 21.15 0.13 -101.01 -6.12 -0.02 ..� _D11B 1 6 18.89 0.13 -86.65 -6.13 -0.02 ' 1 _D 11 C 1 6 18.62 0.13 -107.03 -5.52 -0.02 `_./ _D 11 D 1 6 20.79 0.13 -89.08 -6.38 -0.02 -1 _D12 1 6 27.33 0.15 89.77 2.90 -0.02 • `J D13 1 6 6.32 0.11 -142.04 -7.54 -0.01 1 _D14 1 6 29.73 0.15 85.70 2.60 -0.02 _D15 1 6 8.71 0.11 -146.23 -7.84 -0.01 ./ _D16A 1 6 30.33 0.15 84.69 2.53 -0.02 •1 _D16B 1 6 29.62 0.15 89.16 2.53 -0.02 --./ _D16C 1 6 29.53 0.15 82.76 2.72 -0.02 1 _016D 1 6 30.21 0.15 88.42 2.45 -0.02 `, _D17A 1 6 9.31 0.11 -147.28 -7.92 -0.01 • 1 0178 1 6 8.61 0.11 -142.80 -7.92 -0.01 ,1 _D17C 1 6 8.52 0.11 -149.14 -7.73 -0.01 J _D17D 1 6 9.20 0.12 -143.56 -8.00 -0.01 '-'1 1 _018A 1 6 18.02 0.13 -28.56 -2.47 -0.02 _D18B 1 6 17.74 0.13 -26.77 -2.47 -0.02 `1 _D18C 1 6 17.71 0.13 -29.32 -2.39 -0.02 `1 _D18D 1 6 17.98 0.13 -27.07 -2.50 -0.02 1 _D19 1 6 19.35 0.18 -175.62 -12.71 -0.03 J D20 1 6 20.40 34.55 -28.34 -2.54 -5.86 1 D21 1 6 20.55 0.18 -177.72 -12.86 -0.03 _D22 1 6 21.60 34.56 -30.41 -2.69 -5.85 ) _D23 1 6 2.12 0.08 -135.24 -6.97 -0.01 li����IJLJ Page4 71 71 r1 ti _D24 1 6 23.13 0.12 96.25 3.48 -0.01 r 1 _D25 1 6 9.48 0.10 -159.62 -11.36 -0.02 u _D26 1 6 10.53 34.33 -12.78 -1.18 -5.92 71 _D27 1 6 19.96 0.13 113.70 7.30 -0.01 �/ _D28 1 6 20.40 34.55 -28.34 -2.54 -5.86 71 _D29 1 6 21.16 0.13 111.67 7.15 -0.01 7--\ _D30 1 6 20.11 -34.26 -35.69 -3.02 5.83 U _D31 1 6 2.12 0.08 -135.24 -6.97 -0.01 71 _D32 1 6 23.13 0.12 96.25 3.48 -0.01 \..-1 _D33 1 6 10.09 0.05 128.86 8.67 0.00 f 1 _D34 1 6 9.05 -34.19 -18.02 -1.51 5.91 U _S1 1 6 14.02 0.11 -22.07 -1.93 -0.01 71 u - S2 1 6 18.81 0.11 -30.32 -2.53 -0.01 f1 _S3A 1 6 20.01 0.11 -32.39 -2.68 -0.01 U _S3B 1 6 18.59 0.11 -23.44 -2.68 -0.01 71 _S3C 1 6 18.43 0.11 -36.17 -2.30 -0.01 \-/ _S3D 1 6 19.78 0.11 -24.93 -2.84 -0.01 7 1 _S4 1 6 17.61 0.11 -28.26 -2.38 -0.01 _S5A 1 6 18.51 0.11 -29.80 -2.49 -0.01 71 _S5B 1 6 17.45 0.11 -23.09 -2.49 -0.01 S5C 1 6 17.32 0.11 -32.64 -2.21 -0.01 (-1 _S5D 1 6 18.34 0.11 -24.22 -2.61 -0.01 e 1 _S6 1 6 20.32 0.12 47.54 1.20 -0.02 _S7 1 6 7.72 0.10 -91.42 -5.07 -0.01 r--., _S8 1 6 13.85 0.12 -102.94 -7.54 -0.02 ,./ _S9 1 6 14.44 19.33 -20.60 -1.84 -3.31 f 1 _S10 1 6 13.89 0.12 -82.72 -6.14 -0.02 .J _S11 1 6 14.33 14.52-20.97 -1.86 -2.48 f 1 u - S12A 1 6 18.51 0.11 -29.80 -2.49 -0.01 �, _S12B 1 6 17.45 0.11 -23.09 -2.49 -0.01 3 _S12C 1 6 17.32 0.11 -32.64 -2.21 -0.01 .--., _S12D 1 6 18.34 0.11 -24.22 -2.61 -0.01 �-/ _S13A 1 6 18.38 0.12 -90.52 -6.69 -0.02 f1 _S13B 1 6 17.32 0.12 -83.79 -6.70 -0.02 '-/ _S13C 1 6 17.20 0.12 -93.34 -6.41 -0.02 eTh S13D 1 6 18.21 0.12 -84.93 -6.82 -0.02 S14A 1 6 18.82 14.53 -28.70 -2.42 -2.47 .1 _S14B 1 6 17.76 14.53 -21.99 -2.42 -2.47 .1 _S14C 1 6 17.64 14.53 -31.54 -2.14 -2.47 .J _S14D 1 6 18.65 14.53 -23.11 -2.54 -2.47 .1 _S15 1 6 14.72 0.08 56.25 1.97 -0.01 `� _S16 1 6 2.11 0.05 -82.45 -4.29 -0.01 `1 _S17 1 6 8.24 0.08 -93.97 -6.77 -0.01 ✓ _S18 1 6 8.83 19.24 -11.77 -1.07 -3.32 RESULTS: ✓ Status OK Soil.Foundation interaction Allowable stress 1.5E03 [Lb/ft2] Min. safety factor for sliding 1.25 Min. safety factor for overturning 1.25 J Controlling condition S8 - 1 Th �J�����J Pages r s' rl rl `/ Condition qmean qmax Amax Area in compression Overturning FS r 1 Footing [Lb/ft2] [Lb/ft2] [in] [ft2] (%) FSx FSz slip r 1 S8 - 1 881 1.4E03 0.0839 98.00 100 1000.00 5.12 9.73 U f1 r1 `/ Bending C"\ U Factor 0 0.90 C-1 Min rebar ratio 0.00180 �/ C1 LJ Development length 0 Axis Pos. Id Ihd Dist1 Dist2 [in] [in] [in] [in] C1 v zz Bot. 29.53 8.27 32.52 32.52 im \-.1 xx Bot. 35.86 10.04 66.00 66.00 1 zz Top 12.00 7.00 35.05 35.05 V xx Top 12.00 7.00 69.00 69.00 C1 U ✓ Axis Pos. Condition Mu 4)*Mn Asreq Asprov Asreq/Asprov Mu/(4)*Mn) Footing [Kip*ft] [Kip*ft] [in2] [in2] zz Top D25 - 1 -55.81 -380.29 0.61 4.20 0.144 0.147 \-! zz Bot. D21 - 1 99.03 380.29 3.08 4.20 0.734 0.260 C1 xx Top D34 - 1 -12.06 -727.51 0.14 8.40 0.016 0.017 U xx Bot. D22 - 1 31.34 879.07 7.21 10.20 0.707 0.036 C1 ✓ ()Shear \.....1 J Factor 0 0.75 /1 Shear area (plane zz) 11.99 [ft2] Shear area (plane xx) 22.97 [ft2] C1 cl Plane Condition Vu Vc Vu/(4)*Vn) u Footing [Kip] [Kip] C-1 \-./ xy D22 - 1 10.14 418.37 0.032 /1 yz D21 - 1 23.82 218.48 0.145 N...._../ D tiJ Punching shear (1 U Factor 0 0.75 Perimeter of critical section (b... 13.87 [ft] Punching shear area 23.26 [ft2] C1 Column Condition Vu Vc Vu/(4)*Vn) \-/ Footing [Kip] [Kip] column 1 D10A - 1 27.94 702.60 0.053 0 11 Notes J 0 r1 Page6 I1 II D * Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. * The required flexural reinforcement considers at least the minimum reinforcement * The design bending moment is calculated at the critical sections located at the support faces * Only rectangular footings with uniform sections and rectangular columns are considered. * The nominal shear strength is calculated in critical sections located at a distance d from the support face * The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Transverse reinforcement is not considered in footings * Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). • * Mn = Nominal moment strength. * Mu/(4*Mn) = Strength ratio. * Vn = Nominal shear or punchure force (for footings Vn=Vc). * Vu/(4*Vn) = Shear or punching shear strength ratio. 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V o I m yU f\ f1 fl f1 0 f1 f1 -' fl 0 0 f1 f1 f1 f1 f1 fl r fl fl 0 11 /Th f1 v J J 0 0 0 J 0 0 0 J 0 0 fl fl 1182 Q)ownloaded from www.Manualslib.com manuals search engine 50DF Physical data UNIT SODF 024 034 044 • 054 064 OPERATING WEIGHT (Ib) Base Unit Economizer Roof Curb COMPRESSOR No ..Type No Cylinders (ea)...Rpm Capacity Steps (%) (Std) With Accessory Unloaders 3000 150 125 4400 5406 200 225 175 200 Serviceable, Hermetic 1 06E -a 2 06D 2 06E 2 06E" 4 1750 6 1750 6 1750 4 1750 4,6 1750 50,100 60,100 50,100 50,100 60,100 — 19,38,57,100 16,33,50,100 25,50,75,100 20,40,60,80,100 6100 250 225 6485 250 225 REFRIGERANT CHARGE Sys 1...Sys 2 (Ib) OUTDOOR AIR FANS No ...Diameter (in.) Nominal Cfm Motor Hp...Rpm 2 06E 6 1750 50,100 16,33,50,87,83,100 Type 22; Controlled by Thermostatic Expansion Valve 36 0 — I 23 75 18 25 29 0 29 0 37 0 37 0 1 53 0 42 0 81 0 81 0 Direct Driven, Propeller Type 2 30 2 30 3 .30 3 30 4 30 14,000 14,000 21,000 21,000 31,000 1 1050 1 1050 1 1050 1 1050 1 1150 CONDENSER COIL Rows.. Fins/in. Total Face Area (sq ft) INDOOR AIR FANf No....Size (in.) Max Allowable Rpm Nominal Cfm Standard Motor and Drive Motor Hp Motor Frame Size Single -Speed Two -Speed Fan Pulley Pitch Diam (in Fan Pulley Bore Single -Speed Motor Rpm Two -Speed Motor Rpm Motor Pulley Pitch Diam (in.) Pulley A Pulley B Resulting Fan Rpm Single -Speed with Pulley A...B Two -Speed with Pulley A.. B Alternate Motor and Drive Motor Hp Motor Frame Size Single -Speed Two -Speed Fan Pulley Pitch Diam (in.) Fan Pulley Bore Single -Speed Motor Rpm Two -Speed Motor Rpm Motor Pulley Pitch Diam (in.) Pulley A Pulley B Resulting Fan Rpm Single -Speed with Pulley A...B Two -Speed with Pulley A...B EXHAUST FAN MOTOR Qty...Hp EVAPORATOR COIL Rows...Fins/in. Total Face Area (sq ft) ELEC RESISTANCE HEATERS Heat: Kw 3 139 31 1 2 15x11 1300 8,000 5 (460V) 7-1/2 (208-230V) 184T (460V) 213T(208 -230V) 215T (460V) 254T (208-230V) 106 1-3/16 1750 1750/1170 65 60 1073 991 1073/751 991/661 7-1/2 213T 254T 80 1-3/18 1750 1750/1170 53 56 1159 1225 1159/773 . 1225/817 3 139 38.0 2 15x15 1300 10,000 7-1/2 213T 254T 106 1-3/16 1750 1750/1170 65 56 1073 925 1073/751. 925/817 10 215T 256T 80 1-3/16 1750 1750/1170 53 56 1159 1225 1159/773 1226/817 3 158 490 3 158 61 0 Belt Drive, Centrifugal Type 3 15x9 4 15x9 1300 1300 12,000 16,000 10 2157 256T 106 1-11/16 1750 1750/1170 65 68 1073 925 1073/751 925/617 1 3 4 15 151 1 3 15 254T 284T 80 1-11/16 1750 1750/1170 53 56 1159 1225 1159/773 . 1225/817 1 3 15 254T 284T 106 1-11/16 1750 1750/1170 65 56 1073 925 1073/751 925/617 20 256T 286T 80 1-11/16 1750 1750/1170 5.3 56 1159 1225 1159/773 1225/817 4 30 28,000 1 1050 3 158 81 5 4 15x11 1300 20,000 20 2567 286T 106 1-11/16 1750 1750/1170 65 60 1073. 925 1073/751 991/681 25$ 284T 286T 80 1-11/16 1750 1750/1170 53 66 1159 1225 1159/773 1225/817 4 158 81 25 4 16x11 1460 24,000 25 284T 286T 80 1-11/16 1750 1750/1170 56 60 1225 1312 1225/817 1312/875 30$ 286T 60 1-11/16 1750 1750/1170 50 1450 — 1450/987 . 2 3 2 3 2. 3 4 15 4 15 4 15 177 248 302 4 15 35.4 4 139 35 4 37,55,91 Open Nichrome Wire Elements with Multiple -S age Control 55,73,110 55,91,128 73,110,165 91,146 91,146 INDOOR AIR FILTERS No .. Size Standard; 2 -in Throwaway Bag Type; 12 -in. (Opt) 6 20x25 6 15x25 3 12x24 3 24x24 18. 16x25 4 ,12x24 4..24x24 9. 20x25 12 16x26 5.. 12x24 5. 24x24 27.. 18x25 6. 12x24 6 24x24 9 20x25 21 18x25 7 12x24 7 24x24 9 20x25 21 16x25 "Unit contains one 06EA250 and one 06EA275 compressor tStandard fan motor supplied with standard fan drive pulleys and belts; alternate fan motor supplied with alternate fan drive pulleys and belts Other combinations are field supplied PulleyA is installed in unit; pulley13 is shipped with unit (024-054) $Due to large frame size, the 25 hp, 208-230 volt and 30 hp motors are avail- able in single speed only "The 509F064 alternate drive is supplied with Pulley A only 6 50DF I Base unit dimensions -, C OUTDOOR AIR FANS: 2 -024.028 3-034.044 4-054, 064 ALTERNATE CONTROL WIRE OPENING - -CONDUIT 9 .. ELECTRIC HEATER ACCESS PANELS LIFTING POINTS 7•- 2" COMPRESSOR ENO 3" AND 4"K0 ALTERNATE FIELD POWER WIRING *COOLING ONLY UNIT) MANUAL 04I FER *1000 INDOOR AIR FAN AND FILTER ACCESS PANELS COMPRESSOR END 9" CONTROL WIRE OPENING VAV INTERLOCK RELAY (1/2 -CONDUIT) CONTROL WIRE -t yr t3„ OPENING 2 NPT 9'2., -AP- 9 6 MAIN POWER ^,/ WIRE OPENING 3z' Alfr (COOLING ONLY UNIT) ALTERNATE DRAIN 28" KO (I" Mir CONN INSIDE) ALTERNATE POWER WIRE OPENING 31 -NPT () EATING/COOLING 2' UNtT)(2 ON 044.054 AND 064) 14'58" -2Z" 6 3. OUTDOOR AIR^LOW I INDOOR AIRFLOW SUPPLY AIR OPENING DIMENSIONS (ft -in.) RETURN AIR OPEN: N 6 UNIT 024 500F A 10-10 8 C D E F G N J K L M N 028 13- 8-1/2 4-11 j 5-11 0-10-1/4 0-10-1/4 0- 9-7/8 0- 9-7/8 3-1/2" NPT i 4" NPT 2- 4 2- 4 034 ` 044 054 084 17- 1 120- 6-1/2 24-11.1/2 24-11-1/2 7-3-1/8 4.11 11- 0 13- 0-1/2 13- 0-1/2 0-10.5/16 0-10-5/16 0-10-5/16 1- 1-1/4 1- 3 1- 3 0- 9-3/16 0- 9-1/8 1- 8.1/4 11-10-11/32 4" NPT (ea) i 4" NPT (ea) 2-10 I 2-10 19- 3-1/2 7- 7-1/2 5-10 9- 0 0-10-5/16 0- 9-7/8 4" NPT 2-10 6- 1-1/2 9- 0 11- S ;14-10-1/2 5- 8-1/2 I — 4. 7 Certified dimension drawings available on request. NOTES: 0- 9.1/8 1-10-11/32 4" NPT (ea) 2-10 19- 3-1/2 9- 4-1/2 6-10 1. AI low 12 ft above unit. 8ftonfitter access panet end and 4ftonremaining sides ofunit for airflow and service clearance. 2 For smaller clearances, contact Carrier. 3 Refer to Roof Curb dimensions for details of roof openings / N)ownloaded from www.Manualslib.com manuals search engine 7 83 " 8 OPTIONAL ECONOMIZER AIR INTAKE HOOD DRAIN 23" 01Au (f' 8MPT CONN E MAIN POWER WIRE OPENING (J (HEATING/ COOLING UNIT) (20N 044,054 AND 064) DE) ENTHALPY CONTROL LOCATION IN !024,028 OPTIONAL 3-034 EXHAUST HOODS 4-044 5-054,064 Base unit dimensions — 50A2,A3 020-035 000 0 O NOV0 CORNER WEIGHT (KGS) co co o on ON OO ua 03 0� zz-. ca_O OM MAIN CONTROL BOX 3 Ooo zuu 04 7. 0 000 O O O O 0 zo oz 3L" 0 STANDARD OUTDOOR FAN INSIDE BASE RAILS a— ICATIONS SEE LITERATURE. WCON <00 CO 0 d O n CO o46 w(M �oom1-=aM x-00 a 0e 000 o ooJ N uuau Qo =.o= 0=00N00 3 lINfl M3N 99-6 6upo8 29 0000000000000000000000000000000000000000000 Steel Beam Lic. # : KW -06008828 Description : Existing R8-2 CODE REFERENCES File=11seadatal\Projects\734208-1\_DESIG-11St103ENER-1\BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Calculations per AISC 360-10, IBC 2015, ASCE'7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.b16) ° D(0.0951' S(0.11875) O Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi F W21x44 Span = 36.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.750 ft Uniform Load : D = 0.160 klft, Extent = 4.50 --» 17.50 ft, Tributary Width = 1.0 ft, (RTU Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.280: 1 W21 x44 72.226 k -ft 257.580 k -ft +1.20D+0.50L+1.60S+1.60H 16.457ft Span #1 0.184 in 0.184 in 0.510 in 0.000 in Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span W21x44 Vu : Applied 8.161 k Vn * Phi : Allowable 156.492 k Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations 2,- _ >=360 2,342 >=360 >.0 ; >=180 0 <180 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Summary of Shear Values Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 36.00 ft 1 0.189 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 36.00 ft 1 0.162 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 36.00 ft 1 0.199 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 36.00 ft 1 0.162 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 36.00 ft 1 0.162 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 36.00 ft 1 0.280 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 36.00 ft 1 0.280 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 36.00 ft 1 0.162 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 36.00 ft 1 0.199 +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 36.00 ft 1 0.214 +0.90D+W+0.90H 0.035 0.030 0.037 0.030 0.030 0.052 0.052 0.030 0.037 0.040 48.77 41.80 51.27 41.80 41.80 72.23 72.23 41.80 51.27 55.07 48.77 286.20 41.80 286.20 51.27 286.20 41.80 286.20 41.80 286.20 72.23 286.20 72.23 286.20 41.80 286.20 51.27 286.20 55.07 286.20 257.58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 257,58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 257.58 1.00 1.00 5.53 156.49 4.74 156.49 5.81 156.49 4.74 156.49 4.74 156.49 8.16 156.49 8.16 156.49 4.74 156.49 5.81 156.49 6.24 156.49 156.49 156.49 156.49 156.49 156.49 156.49 156.49 156.49 156.49 156.49 Steel Beam Lic. # : KW -06008828 Description : Existing RB -2 Load Combination Max Stress Ratios File = \\seadatat\Projects\734208-1\_DESIG-11St103ENER-1\BOEING-t.EC6 ENERCALC, INC 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 36.00 ft 1 0.122 0.023 31.35 +0.90D+E+0.90H Dsgn. L = 36.00 ft 1 0.122 0.023 31.35 31.35 286.20 257.58 1.00 1.00 3.56 156.49 156.49 Overall Maximum Deflections Summary of Shear Values 31.35 286.20 257.58 1.00 1.00 3.56 156.49 156.49 Load Combination +D+S+H Span Max. " " Defl Location in Span Load Combination Max. "+^ Defl Location in Span Vertical Reactions 1 0.5104 17.691 0.0000 Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 6.088 2.138 3.951 3.951 3.951 6.088 3.951 5.554 3.951 3.951 3.951 5.554 5.554 2.371 2.371 3.951 5.280 1.885 3.142 3.142 3.142 5.280 3.142 4,745 3.142 3.142 3.142 4.745 4.745 1.885 1.885 3.142 2.138 2.138 C. C3u L Steel Beam Lic. # KW -06008828 Description : RB -2 - New RTU Loading CODE REFERENCES File = \lseadatal\Projects1734208-1!DESIG-11St103ENER-11BOEING-1.EC6 ENERCALC, INC.. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending 0(0.205) D(0.095/ S(0.11875) Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi W21x44 Span = 36.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 4.750 ft Uniform Load : D = 0.2050 k/ft, Extent = 4.50 --» 17.50 ft, Tributary Width = 1.0 ft, (RTU Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 9 29' : 1 W21 x44 76.412 k -ft 257.580 k -ft +1.20D+0.50L+1.60S+1.60H 16.149ft Span #1 Maximum Shear Stress Ratio = 0.055 : 1 Section used for this span W21x44 Vu : Applied 8.649 k Vn * Phi : Allowable 156.492 k Load Combination +1..200+0.50L+1.60S+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 0.184 in Ratio = 0.184 in Ratio =- 0.541 0.541 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 4 >=360 2, 342 >=360 >=180 0 <180 Segment Length Span # M V Summary of Moment Values Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.400+1.60H Dsgn. L = 36.00 ft 1 0.209 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 36.00 ft 1 0.179 +1.200+1.60L+0.50S+1.60H Dsgn. L = 36.00 ft 1 0.216 +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 36.00 ft 1 0.179 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 36.00 ft 1 0.179 +1.20D+0.50L+1.60S+1.60H Dsgn. L = 36.00 ft 1 0.297 +1.200+1.60S+0.50W+1.60H Dsgn. L = 36.00 ft 1 0.297 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 36.00 ft 1 0.179 +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 36.00 ft 1 0.216 +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 36.00 ft 1 0.230 +0.90D+W+0.90H 0.039 53.78 0.033 46.09 0.040 55.53 0.033 46.09 0.033 46.09 0.055 76.41 0.055 76.41 0.033 46.09 0.040 55.53 0.043 59.31 53.78 286.20 257.58 1.00 1.00 6.10 156.49 156.49 46.09 286.20 257.58 1.00 1.00 5.23 156.49 156.49 55.53 286.20 257.58 1.00 1.00 6.30 156.49 156.49 46.09 286.20 257.58 1.00 1.00 5.23 156.49 156.49 46.09 286.20 257.58 1.00 1.00 5.23 156.49 156.49 76.41 286.20 257.58 1.00 1.00 8.65 156.49 156.49 76.41 286.20 257.58 1.00 1.00 8.65 156.49 156.49 46.09 286.20 257.58 1.00 1.00 5.23 156.49 156.49 55.53 286.20 257.58 1.00 1.00 6.30 156.49 156.49 59.31 286.20 257.58 1.00 1.00 6.72 156.49 156.49 Steel Beam Lic. # : KW -06008828 Description : Load Combination RB -2 - New RTU Loading Max Stress Ratios File=11.seadata1 \Projects1734208-11_DES IG -1 \St103ENER-1 \BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 36.00 ft 1 0.134 0.025 34.57 +0.90D+E+0.90H 34.57 286.20 257.58 1.00 1.00 3.92 156.49 156.49 Dsgn. L = 36.00 ft 1 0.134 0.025 34.57 34.57 286.20 257.58 1.00 1.00 3.92 156.49 156.49 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.5413 17.691 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.495 5.458 Overall MINimum 2.138 1.993 +D+H 4.357 3.321 +D+L+H 4.357 3.321 +D+Lr+H 4.357 3.321 +D+S+H 6.495 5.458 +D+0.750Lr+0.750L+H 4.357 3.321 +D+0.750L+0.750S+H 5.960 4.924 +D+0.60W+H 4.357 3.321 +D+0.70E+H 4.357 3.321 +D+0.750Lr+0.750L+0.450W+H 4.357 3.321 +D+0.750L+0.750S+0.450W+H 5.960 4.924 +D+0.750L+0.750S+0.5250E+H 5.960 4.924 +0.60D+0.60W+0.60H 2.614 1.993 +0.60D+0.70E+0.60H 2.614 1.993 D Only 4.357 3.321 Lr Only L Only S Only 2.138 2.138 W Only E Only H Only Steel Beam Lic. # : KW -06008828 Description : Existing RB -1 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending File = \lseadatal\Project5\734208-11_DESIG-11St o3ENER-11BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Span = 6.50 tt Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.310 k/ft, Tributary Width = 1.0 ft, (RTU Load) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 8.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.056: 1 W14x22 5.062 k -ft 89.640 k -ft +1.20D+0.50L+1.60S+1.60H 3.250ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.002 in Ratio = 51,001 >=360 0.002 in Ratio= 51,001 >=360 0.005 in Ratio = 15370 >=180 0.000 in Ratio = <180 Design OK 0.046: 1 W14x22 3.115 k 68.062 k +1.20D+0.50L+1.60S+1.60H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 6.50 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 6.50 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 6.50 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 6.50 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50L+1.60S+1.60H Dsgn. L = 6.50 ft +1.20D+1.60S+0.50W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 6.50 ft +1.200+0.50L+0.705+E+1.60H Dsgn. L = 6.50 ft +0.90D+W+0.90H 1 0.042 0.034 3.75 1 0.036 0.029 3.21 1 0.042 0.034 3.79 1 0.036 0.029 3.21 1 0.036 0.029 3.21 1 0.056 0.046 5.06 1 0.056 0.046 5.06 1 0.036 0.029 3.21 1 0.042 0.034 3.79 1 0.045 0.036 4.02 3.75 99.60 89.64 1.00 1.00 2.31 68.06 68.06 3.21 99.60 89.64 1.00 1.00 1.98 68.06 68.06 3.79 99.60 89.64 1.00 1.00 2.33 68.06 68.06 3.21 99.60 89.64 1.00 1.00 1.98 68.06 68.06 3.21 99.60 89.64 1.00 1.00 1.98 68.06 68.06 5.06 99.60 89.64 1.00 1.00 3.12 68.06 68.06 5.06 99.60 89.64 1.00 1.00 3.12 68.06 68.06 3.21 99.60 89.64 1.00 1.00 1.98 68.06 68.06 3.79 99.60 89.64 1.00 1.00 2.33 68.06 68.06 4.02 99.60 89.64 1.00 1.00 2.48 68.06 68.06 F1 f� 0 0 0 0 0 O Dsgn. L = 6.50 ft 1 0.027 0.022 2.41 Steel Beam Lic. # : KW -06008828 Description : Load Combination Existing RB -1 Max Stress Ratios Fife = llseadatat\Projects\7342063-1\_DESIG-11St103ENER-11BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 2.41 99.60 89.64 1.00 1.00 1.48 68.06 68.06 O +0.90D+E+0.90H Dsgn. L = 6.50 ft 1 0.027 0.022 2.41 2.41 99.60 89.64 1.00 1.00 1.48 68.06 68.06 O Overall Maximum Deflections O Load Combination +D+S+H Span Max. "- Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0051 3.269 O Vertical Reactions O Load Combination Support 1 Support 2 Overall MAXimum 2.359 2.359 rl Overall MINimum 0.711 0.711 V +D+H 1.648 1.648 O +D+L+H 1.648 1.648 +D+Lr+H 1.648 1.648 O +D+S+H 2.359 2.359 +D+0.750Lr+0.750L+H 1.648 1.648 0 +D+0.750L+0.750S+H 2.181 2.181 +D+0.60W+H 1.648 1.648 k..._, +D+0.70E+H 1.648 1.648 +D+0.750Lr+0.750L+0.450W+H 1.648 1.648 O +D+0.750L+0.750S+0.450W+H 2.181 2.181 f, +D+0.750L+0.7505+0.5250E+H 2.181 2.181 0 +0.60D+0.60W+0.60H 0.989 0.989 J +0.60D+0.70E+0.60H 0.989 0.989 D Only 1.648 1.648 Lr Only \.../ ▪ • L Only O S Only 0.711 0.711 W Only O E Only H Only 0 0 0 0 0 0 0 0 0 0 0 0 O O O n n 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Steel Beam Lic. # : KW -06008828 File = llseadafallProjects\734206-1\_DESIG11Sfl03ENER-1\BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Description : RB -1 - New RTU Loads CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending DkO.175402( 1975) Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.410 k/ft, Tributary Width = 1.0 ft, (RTU Load) Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 8.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.064: 1 Section used for this span W14x22 Mu : Applied 5.696 k -ft Mn * Phi : Allowable 89.640 k -ft Load Combination +1.20D+0.50L+1.60S+1.60H Location of maximum on span 3.250ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.002 in Ratio = 51,001 >=360 0.002 in Ratio = 51,001 >=360 0.006 in Ratio = 13509 >=180 0.000 in Ratio = <180 Design OK 0.051 : 1 W14x22 3.505 k 68.062 k +1.20D+0.50L+1.60S+1.60H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 6.50 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 6.50 ft +1.20D+1.60L+0.50S+1.60H Dsgn. L = 6.50 ft +1.20D+1.60Lr+0.50L+1.60H Dsgn. L = 6.50 ft +1.20D+1.60Lr+0.50 W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50L+1.60S+1.60H Dsgn. L = 6.50 ft +1.20D+1.60S+0.50W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50Lr+0.50L+W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50L+0.50S+W+1.60H Dsgn. L = 6.50 ft +1.20D+0.50L+0.70S+E+1.60H Dsgn. L = 6.50 ft +0.90D+W+0.90H 0.050 0.041 4.49 0.043 0.035 3.85 0.049 0.040 4.43 0.043 0.035 3.85 0.043 0.035 3.85 0.064 0.051 5.70 0,064 0.051 5.70 0.043 0.035 3.85 0.049 0.040 4.43 0.052 0.042 4.66 4.49 99.60 89.64 1.00 1.00 2.76 68.06 68.06 3.85 99.60 89.64 1.00 1.00 2.37 68.06 68.06 4.43 99.60 89.64 1.00 1.00 2.72 68.06 68.06 3.85 99.60 89.64 1.00 1.00 2.37 68.06 68.06 3.85 99.60 89.64 1.00 1.00 2.37 68.06 68.06 5.70 99.60 89.64 1.00 1.00 3.51 68.06 68.06 5.70 99.60 89.64 1.00 1.00 3.51 68.06 68.06 3.85 99.60 89.64 1.00 1.00 2.37 68.06 68.06 4.43 99.60 89.64 1.00 1.00 2.72 68.06 68.06 4.66 99.60 89.64 1.00 1.00 2.87 68.06 68.06 Steel Beam Lic. # : KW -06008828 Description : Load Combination RB -1 New RTU Loads Max Stress Ratios FIe=1lseadata1\Projects1734208-11_DESIG-11St103ENER-11BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 6.50 ft 1 0.032 0.026 2.89 +0.90D+E+0.90H Dsgn. L = 6.50 ft 1 0.032 0.026 2.89 Overall Maximum Deflections 2.89 99.60 89.64 1.00 1.00 1.78 68.06 68.06 2.89 99.60 89.64 1.00 1.00 1.78 68.06 68.06 Load Combination Span Max. - Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.0058 3.269 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 2.684 2.684 Overall MlNimum 0.711 0.711 +D+H 1.973 1.973 +D+L+H 1.973 1.973 +D+Lr+H 1.973 1.973 +D+S+H 2.684 2.684 +D+0.750Lr+0.750L+H 1.973 1.973 +D+0.750L+0.750S+H 2.506 2.506 +D+0.60W+H 1.973 1.973 +D+0.70E+H 1.973 1.973 +D+0.750Lr+0.750L+0.450W+H 1.973 1.973 +D+0.750L+0.750S+0.450W+H 2.506 2.506 +D+0.750L+0.750S+0.5250E+H 2.506 2.506 +0.60D+0.60W+0.60H 1.184 1.184 +0.60D+0.70E+0.60H 1.184 1.184 D Only 1.973 1.973 Lr Only L Only S Only 0.711 0.711 W Only E Only H Only • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • General Beam Analysis Lic. # : KW -06008828 Description : Existing RG -3 General Beam Properties File = i\seadatal\Projects1734208-1 \_DES I G-11St103ENER-1IBOEING-1.EC6 ENERCALC, INC:1983-2017, Build:10.17.12.10, Ver.10.17.12.10 Licensee : DLR GROUP Elastic Modulus 29,000.0 ksi Span #1 Span Length = 28.0 ft Area = 10.0 IO2 Moment of Inertia = 100.0 inA4 Span = 28.0 ft Applied Loads Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 30.0 ft, (Roof Trib) Point Load: D= 2.10 k @ 7.90 ft DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 140.725 k -ft Maximum Shear = +D+S+H Load Combination Span # 1 Span # where maximum occurs 13.580 ft Location of maximum on span 3.605 in 0.057 in 3.322 in 0.053 in 93 5871 101 6336 20.408 k +D+S+H Span #1 0.000 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # Summary of Moment Values (k -ft) Shear Values (k) M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 28.00 ft 1 D Only Dsgn. L = 28.00 ft 1 +D+L+H Dsgn. L = 28.00 ft 1 +D+Lr+H Dsgn. L = 28.00 ft 1 +D+S+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 28.00 ft 1 +D+W+H Dsgn. L = 28.00 ft 1 +D+0.70E+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.7505+0.750W+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 28.00 ft 1 +0.60D+W+H Dsgn. L = 28.00 ft 1 +0.60D+0.70E+H Dsgn. L = 28.00 ft 1 140.72 67.39 67.39 67.39 140.72 67.39 122.37 67.39 67.39 67.39 122.37 67.39 122.37 40.43 40.43 140.72 67.39 67.39 67.39 140.72 67.39 122.37 67.39 67.39 67.39 122.37 67.39 122.37 40.43 40.43 20.41 9.91 9.91 9.91 20.41 9.91 17.78 9.91 9.91 9.91 17.78 9.91 17.78 5.94 5.94 General Beam Analysis Lic. # : KW -06008828 Description : Existing RG -3 Overall Maximum Deflections File=1\seadata1\Projects\734208-11_DESIG-11St103ENER-118OEING-1.EC6 ENERCALC, INC. 1983-2017, 8uild:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span S Only Vertical Reactions 1 3.6053 14.140 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 20.408 19.493 Overall MINimum 5.945 5.396 D Only 9.908 8.993 +D+L+H 9.908 8.993 +D+Lr+H 9.908 8.993 +D+S+H 20.408 19.493 +D+0.750Lr+0.750L+H 9.908 8.993 +D+0.750L+0.750S+H 17.783 16.868 +D+W+H 9.908 8.993 +D+0.70E+H 9.908 8.993 +D+0.750Lr+0.750L+0.750W+H 9.908 8.993 +D+0.750L+0.750S+0.750W+H 17.783 16.868 O +D+0.750Lr+0.750L+0.5250E+H 9.908 8.993 +D+0.750L+0.750S+0.5250E+H 17.783 16.868 O +0.60D+W+H 5.945 5.396 +0.60D+0.70E+H 5.945 5.396 O D Only 9.908 8.993 Lr Only O L Only �J S Only 10.500 10.500 O W Only E Only O H Only D Only 9.908 8.993 O +D+L+H 9.908 8.993 +D+Lr+H 9.908 8.993 O +D+S+H 20.408 19.493 +D+0.750Lr+0.750L+H 9.908 8.993 0 +D+0.750L+0.750S+H 17.783 16.868 +D+W+H 9.908 8.993 0 +D+0.70E+H 9.908 8.993 +D+0.750Lr+0.750L+0.750W+H 9.908 8.993 3 3 3 3 3 3 3 3 3 3 3 3 • • • • • • • • • • • • • • • • • • • • • • • • • • •• . • • • • • • • •• 1 • 1• • General Beam Analysis Lic. # : KW -06008828 Description : RG -3 - New RTU Loads General Beam Properties File =\\seadatal\Projects1734208-1\_DESIG-1\St103ENER-11BOEING 1.EC6 ' , ENERCALC, INC -1983-2017, Build:10.17.12.10,:.Ver:10.17.12.10 Licensee : DLR GROUP Elastic Modulus Span #1 29,000.0 ksi Span Length = 28.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 ink) F D(0.6) bS(0.75) Span = 28.0 ft Applied Loads Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 30.0 ft, (Roof Trib) Point Load: D= 2.70 k@7.90ft DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 143.180 k -ft Maximum Shear = +D+S+H Load Combination Span # 1 Span # where maximum occurs 13.440 ft Location of maximum on span 3.605 in 0.057 in 3.447 in 0.055 in 93 5871 97 6106 20.838 k +D+S+H Span # 1 0.000 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Overall MAXimum Envelope Dsgn. L = 28.00 ft 1 D Only Dsgn. L = 28.00 ft 1 +D+L+H Dsgn. L = 28.00 ft 1 +D+Lr+H Dsgn. L = 28.00 ft 1 +D+S+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 28.00 ft 1 +D+W+H Dsgn. L = 28.00 ft 1 +D+0.70E+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+0.750W+H Dsgn. L = 28.00 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 28.00 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 28.00 ft 1 +0.60D+W+H Dsgn. L = 28.00 ft 1 +0.60D+0.70E+H Dsgn. L = 28.00 ft 1 Summary of Moment Values (k -ft) Shear Values (k) V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 143.18 69.95 69.95 69.95 143.18 69.95 124.84 69.95 69.95 69.95 124.84 69.95 124.84 41.97 41.97 143.18 69.95 69.95 69.95 143.18 69.95 124.84 69.95 69.95 69.95 124.84 69.95 124.84 41.97 41.97 20.84 10.34 10.34 10.34 20.84 10.34 18.21 10.34 10.34 10.34 18.21 10.34 18.21 6.20 6.20 General Beam Analysis Lic. # : KW -06008828 Description : RG -3 - New RTU Loads Overall Maximum Deflections File =1lseadatal\Projects1734208-15_DESIG-11St103ENER-11BOEING-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Licensee : DLR GROUP Load Combination Span Max. "2 Defl Location in Span Load Combination Max. "+" Defl Location in Span S Only Vertical Reactions 1 3.6053 14.140 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 20.838 19.662 Overall MINimum 6.203 5.497 D Only 10.338 9.162 +D+L+H 10.338 9.162 +D+Lr+H 10.338 9.162 +D+S+H 20.838 19.662 +D+0.750Lr+0.750L+H 10.338 9.162 1 u +D+0.750L+0.750S+H 18.213 17.037 l +D+W+H 10.338 9.162 U +D+0.70E+H 10.338 9.162 I"1 +D+0.750Lr+0.750L+0.750W+H 10.338 9.162 \_../ , +D+0.750L+0.750S+0.750W+H 18.213 17.037 f1 +D+0.750Lr+0.750L+0.5250E+H 10.338 9.162 U +D+0.750L+0.750S+0.5250E+H 18.213 17.037 r 1 +0.60D+W+H 6.203 5.497 U +0.60D+0.70E+H 6.203 5.497 f 1 D Only 10.338 9.162 U Lr Only ITh L Only ✓ S Only 10.500 10.500 /"'1 W Only U E Only f1 H Only `✓ D Only 10.338 9.162 1.1 +D+L+H 10.338 9.162 U +D+Lr+H 10.338 9.162 r1 +D+S+H 20.838 19.662 U +D+0.750Lr+0.750L+H 10.338 9.162 J +D+0.750L+0.750S+H 18.213 17.037 +D+W+H 10.338 9.162 11 +D+0.70E+H 10.338 9.162 \-./ +D+0.750Lr+0.750L+0.750W+H 10.338 9.162 J 0 0 r1 0 T, 0 0 0 0 0 0 0 rTh �. /1 /1 / /1 /1 /- 1 /1 /� /l / Current Date: 8/15/2018 10:27 PM Units system: English File name: C:\Users\jtornquist\Desktop\Projects\Boeing 9-55\RTU Beams - Connection Checks.cnx\ Steel connections Results Connection name : DA BG Bolt support Weld beam Connection ID : 2V Family: Beam - Girder (BG) Type: Angle(s) Description: RB -2 Connection Check Design code: AISC 360-10 LRFD DEMANDS Description Ru Pu Load type [Kip] [Kip] DL 2.00 0.00 Design SL 0.70 0.00 Design D1 2.80 0.00 Design D3 3.52 0.00 Design / GEOMETRIC CONSIDERATIONS Dimensions /1 / Horizontal edge distance Unit Value Min. value Max. value Sta. References Angle Length Angle (Beam side) Weld size Angle (Support side) Vertical edge distance / 1 Vertical center -to -center spacing (pitch) / Beam u Top cope length Bottom cope length / Top cope depth Bottom cope depth / 1 / 1 DESIGN CHECK Verification / 1 Angle (Beam side) / Weld capacity Shear yielding Angle (Support side) / 1 Bolts shear Bolt bearing under shear load / / [in] 9.00 6.11 12.02 t, p. 10-8 [1/16in] 3 2 3 table J2.4, Sec. J2.2b [in] 1.50 1.00 Tables J3.4, J3.5 [in] 1.25 1.00 ti Tables J3.4, J3.5 [in] 3.00 2.00 6.00 tSec. J3.3, Sec. J3.5 [in] 3.08 -- 27.40 [in] 0.00 27.40 t:' [in] 0.95 2.16 t' [in] 0.00 - 2.16 t/ Unit Capacity Demand Ctrl EQ Ratio References [Kip] 111.30 3.52 D3 0.03 0 Tables 8-4 .. 8-11 [Kip] 97.20 3.52 D3 0.04 0 Eq. J4-3 [Kip] 107.41 3.52 D3 0.03 0 Tables (7-1..14) [Kip] 106.85 3.52 D3 0.03 0 p. 7-18, Sec. J3.10 Pagel 0 0 0 Shear yielding [Kip] 97.20 ' 3.52 D3 0.04 0 Eq. J4-3 O Shear rupture [Kip] 83.19 3.52 D3 0.04 0 Eq. J4-4 Block shear [Kip] 78.42 3.52 D3 0.04 0 Eq. J4-5 O Resulting tension capacity due prying action [Kip] 20.33 0.00 DL 0.00 0 p. 9-10 Beam O Welds rupture [Kip/ft] 96.05 4.23 D3 0.04 0 p. 9-5 O Shear yielding [Kip] 63.34 3.52 D3 0.06 Eq. J4-3 Shear rupture [Kip] 76.54 3.52 D3 0.05 0 Eq. J4-4 O Block shear [Kip] 63.76 3.52 D3 0.06 0 Eq. J4-5 O Flexural yielding [Kip] 84.53 3.52 D3 0.04 0 p. 9-6 Flexural rupture [Kip] 113.49 3.52 D3 0.03 0 p. 9-6 O Local web buckling [Kip] 84.53 3.52 D3 0.04 0 p. 9-7 Support O Bolt bearing under shear load [Kip] 164.43 3.52 D3 0.02 0 Eq. J3-6 Global critical strength ratio 0.06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page2 0 Current Date: 8/15/2018 10:28 PM Units system: English File name: C:\Users\jtornquist\Desktop\Projects\Boeing 9-55\RTU Beams - Connection Checks.cnx\ f1 `-' Results rl r1 r1 Steel connections �✓ Connection name O Connection ID : 1V : DA BG Bolt support Weld beam !1 u Family: Beam - Girder (BG) Type: Angle(s) f1 Description: RB -2 Connection Check /1 Design code: AISC 360-10 LRFD ! 1 DEMANDS r J Description Ru Pu Load type [Kip] [Kip] 000C:00 DL 4.40 0.00 Design SL 2.20 0.00 Design D1 6.16 0.00 Design D3 8.80 0.00 Design GEOMETRIC CONSIDERATIONS Dimensions Angle Length Angle (Beam side) r 1 Weld size 1 Angle (Support side) fl Vertical edge distance U r 1 Horizontal edge distance O Vertical center -to -center spacing (pitch) /1 Beam Top cope length Bottom cope length O Top cope depth Bottom cope depth O 1 WARNINGS - Members are incompatible r1 Unit Value Min. value Max. value Sta. References [in] 12.00 9.40 16.25 d p. 10-8 [1/16in] 3 2 3 ._6 table J2.4, Sec. J2.2b [in] 1.50 1.00 +f Tables J3.4, J3.5 [in] 1.25 1.00 -- of Tables J3.4, J3.5 [in] 3.00 2.00 6.00 tf Sec. J3.3, Sec. J3.5 [in] 4.00 41.40 d [in] 0.00 - 41.40 If [in] 3.50 -- 4.16 Cr [in] 0.00 4.16 ,; 1 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References J 0 rl 0 rl fl /Th Angle (Beam side) Weld capacity [Kip] 141.79 8.80 D3 0.06 0 Tables 8-4 .. 8-11 Shear yielding [Kip] 129.60 8.80 D3 0.07 0 Eq. J4-3 Angle (Support side) Bolts shear [Kip] 143.21 8.80 D3 0.06 0 Tables (7-1..14) Pagel I'1 J r1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 J 0 0 0 J 0 0 0 0 0 0 Bolt bearing under shear load [Kip] 146.00 8.80 D3 0.06 0 p. 7-18, Sec. J3.10 Shear yielding [Kip] 129.60 8.80 D3 0.07 0 Eq. J4-3 Shear rupture [Kip] 110.93 8.80 D3 0.08 0 Eq. J4-4 Block shear [Kip] 102.72 8.80 D3 0.09 0 Eq. J4-5 Resulting tension capacity due prying action [Kip] 27.11 0.00 DL 0.00 0 p. 9-10 Beam Welds rupture [Kip/ft] 146.16 8.29 D3 0.06 0 p. 9-5 Shear yielding [Kip] 130.03 8.80 D3 0.07 0 Eq. J4-3 Shear rupture [Kip] 157.12 8.80 D3 0.06 0 Eq. J4-4 Block shear [Kip] 110.92 8.80 D3 0.08 0 Eq. J4-5 Flexural yielding [Kip] 181.10 8.80 D3 0.05 0 p. 9-6 Flexural rupture [Kip] 243.14 8.80 D3 0.04 0 p. 9-6 Local web buckling [Kip] 181.10 8.80 D3 0.05 0 p. 9-7 Support Bolt bearing under shear load [Kip] 247.43 8.80 D3 0.04 0 Eq. J3-6 Global critical strength ratio 0.09 Page2 0 City of Tukwila Department of Community Development November 21, 2018 MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Correction Letter # 2 DEVELOPMENT Permit Application Number D18-0265 BOEING #9-55 - REFRESH - 9725 E MARGINAL WAY S Dear MARTIN PROBST, Allan Ekberg, 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: PLANNING - C DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Landscape plans correctly denote locations where structural soils are to be installed. However, no callouts are provided on civil or grading plans. Provide callouts on civil and grading plans for locations where structural soil is to be provided to ensure proper installation. If structural soil is not successfully installed during construction, applicant will be required to remove any improvements obstructing access and install required structural soil. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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 206-433-7165. Sincerely, Jazzel Salzar Permit Technician File No. DI8-0265 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 October 02, 2018 City of Tukwila Department of Community Development MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0265 BOEING #9-55 - REFRESH - 9725 E MARGINAL WAY S Dear MARTIN PROBST, 4^rctr-s Allan Ekberg, 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: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. of° - Structural soil will be required in all areas where new trees will be installed in parking lot islands or bulbs and sidewalk areas. Unless the planting area is larger than 6ft across in all directions, structural soil must be installed per TMC 18.52. Provide callouts for areas requiring structural soil on site plan Aspen Design Group response: Structural Soil has been added as Note No. 14 on Sheet LS452 and Details No. 1 and 2 on Sheet LS110 issued with this correction notice. 02 - Please consider the drought tolerant plant choices in an area where the water table is high and soils will be saturated for much of the year. If drain tiles are required to provide drainage or irrigation cycling is reduced (as discussed in Notes and Details sections) then alternative plant species are suggested. Drought tolerant plants will not be able to take the winter wet conditions. Aspen Design Group response: A total of 7 drought -tolerant plants have been removed from the project and substituted with other plants that can tolerate more saturated soil conditions. In addition, notes have been added to install some plants in a slightly elevated mound as shown on Sheet LS2. Additionally, Notes No. 1 and 2 of "Project Landscape Notes" on Sheet LS3 indicate additional measures issued with this correction notice. - Per TMC 18.52, mulch must be organic (bark, compost, wood chips, etc.). Rock mulch is not allowed in areas planted with trees and shrubs. Please revise plans in areas where this occurs. 03 Aspen Design Group response: The area of crushed rock surfacing that was proposed to be used as maintenance access to existing utilities has been removed and replaced with a bare area of bark mulch. The decorative rock beds are not a mulch, but are a design feature and will remain on the project per correspondence with Max Baker. The one tree that appeared to be planted at the center of a boulder was actually shown to be planted in soil, but the hatch indicating the decorative rock bed printed Tight, so that hatch has been darkened as shown on Sheet LS452 issued with this correction notice. CITY OF U K WILA DI9- Ot4S OCT 31 2018 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • PotturtINTER l� ©`t - No weed fabric in any areas that contain plants. Weed fabric is only allowed in the rock beds. Aspen Design Group response: Weed barrier fabric is only proposed below decorative rock beds and has been eliminated below the decorative white marble beds since there are plants within that bed, see Note No. 7 on Sheet LS452 issued with this correction notice. - Landscape must be installed in planting season, October 15 — March 15. Aspen Design Group response: Note No. 9 on Sheet LS3 has been modified issued with this correction notice. Ooh - No pruning of trees or shrubs, except to remove dead branches or circling roots, is allowed at planting. Remove limbing up direction from Detail page (Note #3 in Coniferous Tree Installation). Aspen Design Group response: Notes on Details No. 1 and 2 (Coniferous and Deciduous Tree installation details) on Sheet LS110 have been modified with this correction notice. 066 - No staking of any trees or shrubs is required as this is not a high wind area. Oi Aspen Design Group response: Notes on Details No. 1 and 2 (Coniferous and Deciduous Tree installation details) on Sheet LS110 have been modified. Note No. 7 of "General Landscape Notes" on Sheet LS3 has been modified to remove reference to tree stakes - All baskets, fabric and string must be removed for B&B trees and shrubs. Aspen Design Group response: Notes on Details No. 1 and 2 (Coniferous and Deciduous Tree installation details) on Sheet LS110 have been modified with this correction notice. - In groundcover areas, mulch should be installed after planting to ensure plants are placed deep enough to be in soil and not planted in the mulch. Aspen Design Group response: Detail No. 1 (Groundcover Installation) on Sheet LS110 has been modified. 078 - Planting wells shall be 3x the diameter of the rootball and trees shall be placed with crown at grade, not above grade. All soil amendments will be thoroughly mixed together with native soil to ensure no layering occurs. Soil amendments shall be incorporated into beds to a depth of at least 12". Aspen Design Group response: Notes on Details No. 1 and 2 (Coniferous and Deciduous Tree installation details) on Sheet LS110 have been modified with this correction. notice. - No pre -emergent herbicide shall be used in any planting area. Aspen Design Group response: Pre -Emergent Herbicide has been removed per Notes No. 4 and 8 of "Project Landscape Notes" shown on Sheet LS2 as part of this correction notice. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. - Since part of the construction takes place outside the building and Public Works permit fee is based on f' of site construction cost, please submit a site work construction cost estimate and enter the $ amount on 1st page of the attached Public Works Bulletin A2 including volume of excavation. Your permit application calls for 300 cu yds of cut and 225 cu yds of fill. Aspen Design Group Response: See separate Cost Estimate for site work construction. Show on plans or provide a separate narrative explanation with sketch showing location of the • irrigation water meter and irrigation double check valve assembly (DCVO. Aspen Design Group Response: ' esti g irngas metered off the domestic water system in the building while anoter"porti6n of thi' irrigation system is metered from 6300 Southcenter'Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 the adjacent Building 901 irrigation system. The reverse -pressure zone double-check valve assembly (DCVA) backflow prevention is shown inside the building on Sheets M310 and M450 to be issued as a deferred submittal. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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)433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D18-026 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 No. Item Description Quantity Unit Rate Cost Mobilization / Erosion Control Measures 1 Site mobilization 1 EA 9,000.00 9,000.00 2 Catch Basin inlet protection 2 EA 75.00 150.00 3 Silt fence 517 LF 2.50 1,293.00 4 Tree protection fence (temporary) 120 LF 5.00 600.00 5 Clearing and grubbing 914 SF 0.40 366.00 6 Construction entrance (partial entry due to ex. pavement) 1 LS 1,000.00 1,000.00 7 Pedestrian / traffic control 1 LS 1,000.00 1,000.00 $13,409.00 Demolition 8 Saw -cutting of pavement 435 LF 4.25 1,849.00 9 a) Removal of asphalt (top 3" only) / haul off-site 85 CY 15.00 1,275.00 b) Removal of asphalt (full depth) / haul off-site 180 CY 15.00 2,700.00 10 Removal of concrete / haul off-site 28 CY 12.00 336.00 11 Surface grind of asphalt 9,294 SF 1.00 9,294.00 12 Removal of site features (signs, conc. walls, etc.) 1 LS 5,000.00 5,000.00 13 Transplant ex. tree, shrubs. 1 LS 1,000.00 1,000.00 14 Earthwork (Cut) 293 CY 10.00 2,930.00 15 Earthwork (Fill) 239 CY 30.00 7,170.00 $31,554.00 Site Improvements 16 Standard 4" light -broom finish concrete pavement 2,185 SF 8.25 18,026.00 17 3" asphalt pavement overlay 9,294 SF 3.00 27,882.00 18 CIP 6" concrete vertical curb 498 LF 20.00 9,960.00 19 Concrete curb and gutter 170 LF 30.00 5,100.00 20 Concrete containment (ribbon) curb 254 LF 15.00 3,810.00 21 Traffic signs 2 EA 500.00 1,000.00 22 Paint striping 617 LF 0.85 525.00 23 Paint graphics (HC symbols, crosswalks, arrows, etc.) 1 LS 5,000.00 5,000.00 $71,303.00 62r RECEIVED CITY OF TUKWILA OCT 31 2018 PERMIT CENTER f1 f� Aspen Design Group P.O. Box 2394, Issaquah, WA 98027 COST ESTIMATE Phone: 425.292.9845 Date: Scope of Work: Design Firm: Project Name: Location: October 29, 2018 Exterior Site Improvements / Landscape / Irrigation Aspen Design Group Boeing Building 09-55 Tukwila, WA General Conditions: Summary of Work: a) b) c) d) e) f) 9) h) Anticipate site construction in the 4th Quarter of 2018, 1st Quarter 2019 Procurement method will be Design -Bid -Build. Design fees are excluded. Taxes are excluded. Overhead & Profit is excluded. Contingencies are excluded. It is anticipated that a construction office can be set within the interior of the existing building. Hazardous materials removal is excluded. An existing building will be renovated with new exterior site improvements provided that include asphalt removal, concrete removal, misc. site feature removal, new asphalt pavement, new concrete walks that include ramps and railings, traffic paint striping, signage, lighting, landscape and irrigation. Below is a ROM cost breakdown for the exterior site work. - 4 1 Site Improvements (cont.) 24 Decorative white marble material infill 1 LS 1,000.00 1,000.00 25 Decorative crushed blue glass 1 LS 1,000.00 1,000.00 26 Concrete curb ramps 6 EA 950.00 5,700.00 27 Concrete planter walls, up to 3.0' high 115 LF 165.00 18,975.00 28 SS Metal handrails 18 LF 150.00 2,700.00 29 Wood bench 1 LS 5,000.00 5,000.00 30 Light Bollard / conduit 6 EA 1,500.00 9,000.00 31 Uplights / conduit 12 EA 800.00 9,600.00 32 4" PVC storm drain line / connection to ex. CB 38 LF 24.00 912.00 33 Flow dispersal trench 1 LS 800.00 800.00 $54,687.00 Landscape Improvements 34 Imported topsoil 94 CY 34.00 3,196.00 35 Soil Amendments / Fertilizer 1 LS 500.00 500.00 36 2" bark mulch 24 CY 28.00 672.00 37 Decorative rock beds 335 SF 4.00 1,340.00 38 Boulders 7 EA 300.00 2,100.00 39 Lawn seeding 862 SF 0.30 259.00 40 1 gal. shrubs 468 EA 20.00 9,360.00 41 2 gal. shrubs 36 EA 30.00 1,080.00 42 5 gal. shrubs 78 EA 40.00 3,120.00 43 1.75" caliper trees 2 EA 275.00 550.00 44 2.00" caliper trees 3 EA 450.00 1,350.00 45 8'-9' high evergreen trees 4 EA 250.00 1,000.00 46 Fine grade / soil preparation 3,800 SF 0.30 1,140.00 $25,667.00 Irrigation 47 Irrigation 3,800 SF 2.50 9,500.00 Total amount of exterior site work construction cost = $9,500.00 $206,120.00 )CiO, 0 of Tukwila Allan Ekberg, Mayor Department of Community Development October 02, 2018 MARTIN PROBST PO BOX 3707; M/C: 46-208 SEATTLE, WA 98124 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 18-0265 BOEING #9-55 - REFRESH - 9725 E MARGINAL WAY S Dear MARTIN PROBST, 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: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • - Structural soil will be required in all areas where new trees will be installed in parking lot islands or bulbs and sidewalk areas. Unless the planting area is larger than 6ft across in all directions, structural soil must be installed per TMC 18.52. Provide callouts for areas requiring structural soil on site plans. - Please consider the drought tolerant plant choices in an area where the water table is high and soils will be saturated for much of the year. If drain tiles are required to provide drainage or irrigation cycling is reduced (as discussed in Notes and Details sections) then alternative plant species are suggested. Drought tolerant plants will not be able to take the winter wet conditions. - Per TMC 18.52, mulch must be organic (bark, compost, wood chips, etc.). Rock mulch is not allowed in areas planted with trees and shrubs. Please revise plans in areas where this occurs. - No weed fabric in any areas that contain plants. Weed fabric is only allowed in the rock beds. - Landscape must be installed in planting season, October 15 — March 15. - No pruning of trees or shrubs, except to remove dead branches or circling roots, is allowed at planting. Remove limbing up direction from Detail page (Note #3 in Coniferous Tree Installation). - No staking of any trees or shrubs is required as this is not a high wind area. - All baskets, fabric and string must be removed for B&B trees and shrubs. - In groundcover areas, mulch should be installed after planting to ensure plants are placed deep enough to be in soil and not planted in the mulch. - Planting wells shall be 3x the diameter of the rootball and trees shall be placed with crown at grade, not above grade. All soil amendments will be thoroughly mixed together with native soil to ensure no layering occurs. Soil amendments shall be incorporated into beds to a depth of at least 12". - No pre -emergent herbicide shall be used in any planting area. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • - Since part of the construction takes place outside the building and Public Works permit fee is based on % of site construction cost, please submit a site work construction cost estimate and enter the $ amount on 1st page of the attached Public Works Bulletin A2 including volume of excavation. Your permit application calls for 300 cu yds of cut and 225 cu yds of fill. - Show on plans or provide a separate narrative explanation with sketch showing location of the irrigation water meter and irrigation double check valve assembly (DCVA). Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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)433-7165. Sincerely, ache le ' pley Permit Technician File No. D18-0265 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ;ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0265 DATE: 03/12/19 PROJECT NAME: BOEING #9-55 - REFRESH SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Response to Correction Letter # Revision # X Revision # before Permit Issued after Permit Issued DEPARTMENTS: AI Building Division Public Works PRELIMINARY REVIEW: Fire Prevention Structural n Planning Division Permit Coordinator n Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 03/14/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 04/11/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 t'PERMIT CORD COPY C PLAN REVIEW/ROUTING SLID PERMIT NUMBER: D18-0265 DATE: 12/06: J8 PROJECT NAME: BOEING #9-55- REFRESH SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issu I X Response to Correction Letter # 2 Revision # after Permit Issue, DEPARTMENTS: i,uilding Division ri _public Works Fire Prevention Structural Nal 3 A - )-W-/9 Planning Divis )n Permit Coordir'_ :tor O'RELIMINARY REVIEW: Not Applicable n Ow approval/review required) REVIEWER'S INITIALS: DATE: 12/1' 118 /? Structural Review Required DATE: e APPROVALS OR CORRECTIONS: Approved 'corrections Required 'corrections entered in Reviews) Notation: n Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 1/08.19 4,111 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 e PERMIT COORD PLAN REVIEW/ROUTING SLIP 716. PERMIT NUMBER: D18-0265 DATE: 10/31/18 PROJECT NAME: BOEING #9-55 REFRESH SITE ADDRESS: 9725 E MARGINAL WAY S Original Plan Submittal Revision # X Response to Correction Letter # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division A16, PkW Public Works Fire Prevention Structural Planning Division a nPermit Coordinator PRELIMINARY REVIEW: Not Applicable ri (no approval/review required) REVIEWER'S INITIALS: DATE: 11/01/18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Correcti • • • e • utred (corr: ctions entered in Reviews) N. ation: Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/29/18 n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: i 1 V L, *'8 Departments issued corrections: Bldg ❑ Fire ❑ Ping [ PW ❑ Staff Initials: 3S 12/18/2013 G PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0265 DATE: 08/22/18 PROJECT NAME: BOEING #9-55 - REFRESH SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: V11(6 j/ Building Division w1 cow. Public Works MM WO Fire Prevention Structural n DiNT" Planning Division Permit Coordinator m PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 08/23/18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) �� Notation:MilVJ\ (\c`e'p; Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 09/20/18 Fl REVI.EWER'S IN.ITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: \146 � j` Departments issued corrections: Bldg ❑ Fire 0 Ping E] PW �] Staff Initials: av- 12/18/2013 PROJECT NAME: SITE ADDRESS:Oj p -,T ST441914 PERMIT NO:M(7.4)IT N' O 24 S / + W S ORIGINAL ISSUE DATE: (L-) 7—) REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITrjLS ISSUED DATE STAFF INITIALS I 3-1)- I Summary of Revision: L' ( 2,— /3 --ti Summary of Revision: � � t (kc e s � Received by,', , , ,. 4- /riC94sfi 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) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Date: 3/1/19 0 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. Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # ril Response to Correction Letter #2 Revision #01 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 - REFRESH Project Address: 9725 E Marginal Way S Contact Person: Martin Probst Phone Number: 206-852-4985 Summary of Revision: Revisions to the Structural Drawings and Calculations. S2, S3, S210, S450 & S502 as indicated by revision cloud on drawings and write up attached. RECEIVED CITY OF TUK.WILA. MAR 12 2019 PERMIT CENTER Sheet Number(s): See list above "Cloud" or highlight all areas of revision including date o revision Received at the City of Tukwila Permit Center by: i Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 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: 12/07/18 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # ® Response to Correction Letter #2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 - REFRESH Project Address: 9725 E Marginal Way S Contact Person: Martin Probst Phone Number: 206-852-4985 Summary of Revision: Revision responses to Correction Letter #2 items from the Planning Department. See answers responded to within the body of original letter and corresponding revised drawing sheets listed below. LS110, LS450, LS451, LS452 RECEIVED CITY OF TUKWIL/ Added Specification Section 310000 - Earthwork DEC 0 6 2018 PERMIT CENTEP Sheet Number(s): See list above "Cloud" or highlight all areas of revision including date of revisio, Received at the City of Tukwila Permit Center by: -ntered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 Date: 10/31/2018 o 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. Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER Structural soil will be required in all areas where new trees will be installed in parking lot islands or bulbs and sidewalk areas. Unless the planting area is larger than 6ft across in all directions, structural soil must be installed per TMC 18.52. Provide callouts for areas requiring structural soil on site plan. Aspen Design Group response: Structural Soil has been added as Note No. 14 on Sheet LS452 and Details No. 1 and 2 on Sheet LS110 issued with this correction notice. Sheet Number(s): LS452, LS110 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 blf3olorb RECEIVED CITY OF I U KWILA OCT 31 2018 PERMIT CENTER 0 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: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # giResponse to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER Please consider the drought tolerant plant choices in an area where the water table is high and soils will be saturated for much of the year. If drain tiles are required to provide drainage or irrigation cycling is reduced (as discussed in Notes and Details sections) then alternative plant species are suggested. Drought tolerant plants will not be able to take the winter wet conditions. Aspen Design Group response: A total of 7 drought -tolerant plants have been removed from the project and substituted with other plants that can tolerate more saturated soil conditions. In addition, notes have been added to install some plants in a slightly elevated mound as shown on Sheet LS2. Additionally, Notes No. 1 and 2 of "Project Landscape Notes" on Sheet LS3 indicate additional measures issued with this correction notice. Sheet Number(s): LS2, LS3 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised August 2015 Dici-otor fl•CF.WEQ CITY OFTUKWILA OCT 31 2018 PERMIT CENTER D City of Tukwila 0 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: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # 01 ❑ Revision # after Permit is Issued 111 Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Summary of Revision: PLANNING DEPARTMENT: MAX BAKER Phone Number: 206-852-4985 Per TMC 18.52, mulch must be organic (bark, compost, wood chips, etc.). Rock mulch is not allowed in areas planted with trees and shrubs. Please revise plans in areas where this occurs. Aspen Design Group response: The area of crushed rock surfacing that was proposed to be used as maintenance access to existing utilities has been removed and replaced with a bare area of bark mulch. The decorative rock beds are not a mulch, but are a design feature and will remain on the project per correspondence with Max Baker. The one tree that appeared to be planted at the center of a boulder was actually shown to be planted in soil, but the hatch indicating the decorative rock bed printed light, so that hatch has been darkened as shown on Sheet LS452 issued with this correction notice. Sheet Number(s): LS452 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Fermit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 tij9. OL4'S 03 RECEIVED CITY OF TUKWILA OCT 31 2018 PERMIT CENTER 0 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: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # • Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER No weed fabric in any areas that contain plants. Weed fabric is only allowed in the rock beds. Aspen Design Group response: Weed barrier fabric is only proposed below decorative rock beds and has been eliminated below the decorative white marble beds since there are plants within that bed, see Note No. 7 on Sheet LS452 issued with this correction notice. Sheet Number(s): LS452 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 ti8 ouor RECEIVED CITY OF t UKWILA OCT 31 2018 PERMIT CENTER Date: 10/31/2018 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. Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Summary of Revision: PLANNING DEPARTMENT: MAX BAKER Phone Number: 206-852-4985 Landscape must be installed in planting season, October 15 — March 15. Aspen Design Group response: Note No. 9 on Sheet LS3 has been modified issued with this correction notice. Sheet Number(s): LS452 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form doe Revised: August 2015 X18- otos 05 RECEIVER CITY OF TUK ILA QCT 31208 PERMIT CENTER City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwitaWA.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: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Lobby Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER No pruning of trees or shrubs, except to remove dead branches or circling roots, is allowed at planting. Remove limbing up direction from Detail page (Note #3 in Coniferous Tree Installation). No staking of any trees or shrubs is required as this is not a high wind area. All baskets, fabric and string must be removed for B&B trees and shrubs. Aspen Design Group response: Notes on Details No. 1 and 2 (Coniferous and Deciduous Tree installation details) on Sheet LSI 10 have been modified. Note No. 7 of "General Landscape Notes" on Sheet LS3 has been modified to remove reference to tree stakes Sheet Number(s): LS110, LS3 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 1)Ig-oLos- RECEIVED CITY OF t'UK:xJILA OCT 31 2E8 PERMIT CENTER C:56 0 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, et. Date: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Lobby Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER In groundcover areas, mulch should be installed after planting to ensure plants are placed deep enough to be in soil and not planted in the mulch. Planting wells shall be 3x the diameter of the rootball and trees shall be placed with crown at grade, not above grade. All soil amendments will be thoroughly mixed together with native soil to ensure no layering occurs. Soil amendments shall be incorporated into beds to a depth of at least 12". Aspen Design Group response: Notes on Details No. 1 and 2 (Groundcover, Coniferous and Deciduous Tree installation details) on Sheet LS110 have been modified with this correction notice. Sheet Number(s): LSI 10 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form doe Revised: August 2015 D18- 614'T RECEIVED CITY OF TU KWILA OCT 31 2018 PERMIT CENTER 0 7 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: 10/31/2018 Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Lobby Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PLANNING DEPARTMENT: MAX BAKER No pre -emergent herbicide shall be used in any planting area. Aspen Design Group response: Pre -Emergent Herbicide has been removed per Notes No. 4 and 8 of "Project Landscape Notes" shown on Sheet LS2 as part of this correction notice. Sheet Number(s): LS2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 I ECE1VED CITY OF TUKWILA OCT1)116- 62.K 31 2013 PERMIT CENTER vY Date: 10/31/2018 J 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. Plan Check/Permit Number: D18-0265 ❑ Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Lobby Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-8524985 Summary of Revision: PW DEPARTMENT: Joanna Spencer Since part of the construction takes place outside the building and Public Works permit fee is based on %of site construction cost, please submit a site work construction cost estimate and enter the $ amount on 1st page of the attached Public Works Bulletin A2 including volume of excavation. Your permit application calls for 300 cu yds of cut and 225 cu yds of fill. Aspen Design Group Response: See separate Cost Estimate for site work construction. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Form dos Revised: August 2015 FELE! VEi) CITY OF UKWILA OCT 31 2018 PERMIT CENTER Date: 10/31/2018 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. Plan Check/Permit Number: D18-0265 111 Response to Incomplete Letter # Response to Correction Letter # 01 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Boeing #9-55 Lobby Refresh Project Address: 9725 East Marginal Way South, Tukwila, WA 98108 Contact Person: Martin Probst - The Boeing Co Phone Number: 206-852-4985 Summary of Revision: PW DEPARTMENT: Joanna Spencer Show on plans or provide a separate narrative explanation with sketch showing location of the irrigation water meter and irrigation double check valve assembly (DCVA). Aspen Design Group Response. The existing irrigation is metered off the domestic water system in the building while another portion of the irrigation system is metered from the adjacent Building 901 irrigation system. The reverse -pressure zone double-check valve assembly (DCVA) backflow prevention is shown inside the building on Sheets M310 and M450 to be issued as a deferred submittal. Sheet Number(s): M310, M450 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 RE CE'V!!l) CITY OF TU KWILA OCT 31 2O1a PERMIT CENTER (0 0 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C permit fees are based on the value of the construction work. The City collects an Application Fee when the application is submitted and a Permit Issuance and Inspection fee when the permit is issued. Applicable permits having flat rates are added to the calculated fees and are due when the permit is issued. You may use this form to estimate PW Permit fees. This is an estimate only. Actual fees may vary. If you do not provide contractor bids with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. The permit fee covers the cost for two reviews and two inspections. The permit fee does not include fees for additional reviews, additional inspections, or for revisions to approved plans. These fees are charged separately and must be paid before PW Final Inspection. Refer to Bulletins Al, A4, and A6 for more information. Three activities trigger a Type C permit. They are 1) Construction in the right-of-way, 2) Construction on private property, and 3) Grading. The following information should help you determine if you need a Type C permit. Type C Construction Issued for 180 days for activities in the right-of-way and/or on private property. These activities include sewer, water, surface water, grading, street improvements, boring, culverts, curb cuts, paving, driveways, fences, landscaping, painting/striping, sidewalks, trenching, or utility instal lation/repair. This Bulletin should not be used as a substitute for codes and regulations. specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 RECEIVED CITY OF "IV IMILA Your project will be reviewed for OCT 31 2018 PERMIT CENTER X18- 01 67 r1 PUBLIC WORKS BULLETIN A2 TYPE C FEE ESTIMATE WORKSHEET CITY OF TUKWILA Public Works Department 206-433-0179 Type C Grading Fills in the regulatory floodway shall not be permitted. Per TMC Chapter 16.54.050: • A grading permit does not include construction of retaining walls or other structures. • A grading permit is issued for 180 days for all grading operations, except for the listed exemptions: 1. Excavation for construction of a structure permitted under this code. 2. Cemetery graves. 3. Refuse disposal sites controlled by other regulations. 4. Excavations for wells or trenches for utilities. 5. Mining, quarrying, excavating, processing or stockpiling rock, sand, gravel, aggregate or clay controlled by other regulations, provided such operations do not affect the lateral support of, or significantly increase stresses in, soil on adjoining properties. 6. Exploratory excavations performed under the direction of a registered civil or geotechnical engineer. Exploratory excavation does not include grading to begin construction of a structure, prior to receiving a permit. This Bulletin should not be used as a substitute for codes and regulations. Your project will be reviewed for specific compliance to codes and regulations. Approved 09.25.02 Last Revised 02/21/17 r, BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Boeing 09-55 — Tukwila Campus PERMIT # D18-0265 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 $ 9,000.00 Erosion prevention $ 4,409.00 Water/Sewer/Surface Water $ 1,712.00 Road/Parking/Access $77,003.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 ofA. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ $ 2,303.00 (4) 5. Enter total excavation volume 293 cubic yards cubic yards $250 (1) $92,124.00 Enter total fill volume 155 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 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 Fees $ 37.00 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 2,590.00 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 02/21/17 1 f1 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) $ 2,303.00 (6) 7. Pavement Mitigation Fee $ N/A (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (l0%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 37.00 QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $117.00 (9) (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) N/A B. Flood Control Zone ($52.50 — includes Technology Fee) N/A C. Water Meter — Permanent* N/A D. Water Meter — Water only* N/A E. Water Meter — Temporary* N/A * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ N/A B. Allentown Sewer (Ordinance 1777) $ N/A C. Ryan Hill Water (Ordinance 1777) $ N/A D. Allentown/Foster Pt Water (Ord 2177) $ N/A E. Allentown/Foster Pt Sewer (Ord 2177) $ N/A F. Special Connection (TMC Title 14) $ N/A G. Duwamish $ N/A H. Transportation Mitigation $ N/A I. Other Fees $ N/A Total A through I $ 0.00(10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 2,457.00 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 01.01.2017 - 12.31.2017 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 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Four BOEING COMPANY, THE c Horne .Espanol Contact. Safety & Health Claims & Insurance Washington State Department of Labor & industries Page 1 of 10 Search L&I A-7, Index liclp Dlv L&1 Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. BOEINC*294ML Effective — expiration 07/13/1971— 01/18/2019 Bond Active. Meets current requirements. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/17/2018 BOEING COMPANY, THE FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance Ace American Insurance Company $10,000,000.00 Policy no. HDOG71213444 Received by L&I Effective date 10/08/2018 10/01/2018 Expiration date 10/01/2019 Insurance history 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 No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor 0 Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 11/07/2018 Inspection no. 317950927 Location 700 15th St Sw Auburn, WA 98002 Under appeal. The results of the inspection are being challenged. Date of appeal 12/04/2018 Page 2 of 10 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 12/17/2018