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Permit D18-0171 - NATERA - CRYOGENIC REPOSITORY
NATERA 3215 S 116T" ST UNIT 109 D18-0171 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.eov DEVELOPMENT PERMIT 0923049066 Permit Number: D18-0171 3215 S 116TH ST Unit109 Project Name: NATERA Issue Date: 7/16/2018 Permit Expires On: 1/12/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: EPROPERTY TAX INC DEPT 207 PO BOX 4900 , SCOTTSDALE, WA, 85261 ERIK WESTOVER Phone: (206) 452-9313 2030 8TH AVE, STE 306 , SEATTLE, WA, 98121 G -THREE BUILDERS CORP Phone: (206) 681-5989 3211 W MCGRAW ST 99095 , SEATTLE, WA, 98139 GTHREBC834LL Expiration Date: 6/13/2019 NATERA 13011 A MCCALLEN PASS , AUTIN, TX, 78753 DESCRIPTION OF WORK: CONSTRUCT NON-BEARING WALLS, DOORS, AND CEILING IN AN EXISTING 7,000 SF WAREHOUSE FOR A NEW CRYOGENIC REPOSITORY - PER PLAN. THE REPOSITORY WILL CONTAIN (13) CRYOGENIC FREEZERS AND WILL BE SERVED BY (2) MICROBULK TANKS, NECESSARY EMERGENCY BACK-UP EQUIPMENT, AND SECURITY DEVICES. NO CHANGE OF USE. Project Valuation: $400,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIIB Electrical Service Provided by: TUKWILA Fees Collected: $7,258.73 Occupancy per IBC: S-1 Water District: TUKWILA Sewer District: VALLEY VIEW 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: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: / ,466U (117-4 Date: v0.a� 1 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 thgconditions attached to this permit. Signature: V�rrA�10_ Print Name `r-Itt Vxi‘.,-jsc G.— Date: 7/1(9h s 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: 22: TO SCHEDULE ALL FIRE INSPECTIONS CALL 206-575-4407. 21: The LN2 tanks, systems and operations shall comply with International Fire Code Chapter 55 CRYOGENIC FLUIDS. 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 2: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 3: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 7: 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) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: 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) 10: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1018.1) 14: 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) 12: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 11: 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). 16: 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) 15: 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) 17: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 18: 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. 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 23: ***BUILDING PERMIT CONDITIONS*** 24: 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. 25: 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. 26: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 27: 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. 28: 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. 29: 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. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 32: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 33: 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. 34: 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). 35: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 36: 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. 37: 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. 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0409 FRAMING 4037 SI -CAST -IN-PLACE 4046 SI-EPDXY/EXP CONC 4028 SI-REINF STEEL -WELD 4035 SI -SOILS 0406 SUSPENDED CEILING CITY OF TUKtA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building rolectNo. Date Application Accepted: Date Application Expir r (1 or office use ly) 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** King Co Assessor's Tax No.: 092304-9066 Site Address: 3225 S 116TH ST, Tukwila, WA 98168 Tenant Name: Natera Suite Number: 109 Floor: 1 i.I PERTY'OWNER Name: RREEF America REIT II CORP MMMM7 WA c/o CBRE Address: 20415 72nd Ave SE, Suite 210 City: Kent State: WA Zip: 98032 Name: Erik Westover Address: 2030 8th Ave, Suite 306 City: Seattle State: WA Zip: 98121 Phone: (206) 452-9313 Fax: Email: erik@westlakeconsultinggroup.com GENERAL CONTRACTORvINFORMATION; Company Name: G3 BUILDERS Address: 3211 W McGRAW ST City: SEATTLE State: WA Zip: 98139 Phone: (206) 681-5989 Fax: Contr Reg No.: GTHREBC834LL Exp Date: 06/16/2019 Tukwila Business License No.: 0998648 H:\ Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh New Tenant: ® Yes ..No ARCILLTECT Of RECO Company Name: Perkins+Will Architect Name: Gavin Smith Address: 1301 5th Ave, Ste 2300 City: Seattle State: WA Zip: 98101 Phone: (206) 381-6000 Fax: Email: gavin.smith@perkinswill.com gE OFREC Company Name: DEGENKOLB Engineer Name: KYLE STEUCK Address: 600 UNIVERISTY ST, STE 720 City: Seattle State: WA Zip: 98101 Phone: (206) 262-9240 Fax: Email: ksteuck@degenkolb.com LENDER/BOND ISSUED(re greater per RCW 1°9.27.095 Name: Address: ( 7v ^ l I /' 4L � kit s C-�� Zip.�CJ 1 City: ) State: Page 1 of 4 BUILDING PERMIT IN£ORIVIATIO206-431-36'70 Valuation of Project (contractor's bid price): $ 400,000 Describe the scope of work (please provide detailed information): Construct non-bearing walls, doors, and ceiling in an existing 7,000 sf warehouse for a new cryogenic repository - per plan. The repository will contain (13) cryogenic freezers and will be served by (2) microbulk tanks, necessary emergency back-up equipment, and security devices. No change of use. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes .. No If yes, a separate permit and plan submittal will be required. r6V'id kii Buil4ing'Areas in Square F otage Below'` 10,000 Intern 7,000 0 0 III -B Sp S Flooi the Bageinent kACCeasory Structs A ached Garage._ Detached!. age Attached Cat1 DetachedCi vered Deck `.= Uncovered.Deck'' PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © Sprinklers 0 Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes El No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 RKS PERMIT, N CATION 206-433-01,79 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ..• .Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District ❑ ...Tukwila 0 ...Sewer Use Certificate ...Valley View ❑ ...Sewer Availability Provided 0 .. Highline ❑ .. Renton 0 .. Renton 0 .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance 0 .. Easement(s) ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 1=1.. Right-of-way Use — Potential Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 0 ...Total Cut 0 cubic yards ❑ .. Work in Flood Zone —T 0 ...Total Fill 0 cubic yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line 0 .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: HERB GANZ Day Telephone: (650) 249-9090 Mailing Address: 13011A McCallen Pass Austin TX 78753 City State Zip Water Meter Refund/Billing: Name: HERB GANZ Day Telephone: (650) 249-9090 Mailing Address: 13011A McCallen Pass Austin TX 78753 City State Zip H:Wpplications\Forms-Applications On Line\201 l Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES "= Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.12 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 O AUTHORIZED AGENT: Signature: Date: 06/01/2018 Print Name: Gavin Smith Day Telephone: (206) 381-6033 Mailing Address: 1301 5th Ave, Suite 2300 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Seattle City WA 98101 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS 1 PermitTRAK ACCOUNT QUANTITY PAID $144.20 018-0171 Address: 3215 S 116TH ST Unit109 Apn: 0923049066 $144.20 Credit Card Fee $4.20 Credit Card Fee R000.369.908.00.00 0.00 $4.20 DEVELOPMENT $140.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R16855 R000.345.830.00.00 1.00 $70.00 $144.20 Date Paid: Thursday, February 14, 2019 Paid By: RICK DUTRI Pay Method: CREDIT CARD 05532G Printed: Thursday, February 14, 2019 8:25 AM 1 of 1 SYSTEMS 0 Q CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 02/14/2019 08:25:17 AM CREDIT CARD SALE VISA CARD NUMBER: **********8820 K TRAN AMOUNT: $144.20 APPROVAL CD: 05532G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Cash Register Receipt City of Tukwila DESCRIPTIONS 1 ACCOUNT 1 QUANTITY PAID $69.87 PermtTRAK D18-0171 Address: 3215 S 116TH ST Unit109'' Apn: 0923049066 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15338 R000.345.830.00.00 1.00 $67.83 $69.87 Date Paid: Thursday, September 06, 2018 Paid By: BENIGNO ZARATE Pay Method: CREDIT CARD 02051G Printed: Thursday, September 06, 2018 9:38 AM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 09/06/2018 09:37:34 AM CREDIT CARD SALE VISA CARD NUMBER: **********8381 K TRAN AMOUNT: $69.87 APPROVAL CD: 02051G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic. convergepay. com/V irtualMerchant/transaction. do?dispatchMethod=printTran... 9/6/2018 DESCRIPTIONS ACCOUNT QUANTITY I PAID $4,485.10 PermitTRAK D18-0171 Address: 3215 S 116TH ST Unit109 Apn: 0923049066 $4,485.10 Credit Card Fee $130.63 Credit Card Fee R000.369.908.00.00 0.00 $130.63 DEVELOPMENT $4,147.33 PERMIT FEE R000.322.100.00.00 0.00 $4,142.83 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $207.14 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14914 R000.322.900.04.00 0.00 $207.14 $4,485.10 Date Paid: Wednesday, July 11, 2018 Paid By: ERIK WESTOVER Pay Method: CREDIT CARD 03647G Printed: Wednesday, July 11, 2018 2:30 PM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 07/11/2018 02:29:18 PM CREDIT CARD SALE VISA CARD NUMBER: **********5825 K TRAN AMOUNT: $4,485.10 APPROVAL CD: 03647G RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic.convergepay. com/VirtualMerchant/transaction.do?dispatchMethod=printTra... 7/1 1 /2018 Cash Register Receipt City of Tukwila R14628 DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $2,773.63 D18-0171 Address: 3225 S 116TH ST 109 Apn: 0923049066 $2,773.63 Credit Card Fee $80.79 Credit Card Fee R000.369.908.00.00 0.00 $80.79 DEVELOPMENT $2,692.84 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R14628 R000.345.830.00.00 0.00 $2,692.84 $2,773.63 Date Paid: Friday, June 01, 2018 Paid By: GAVIN SMITH Pay Method: CREDIT CARD 71106Z Printed: Friday, June 01, 2018 3:46 PM 1 of 1 CR SYSTEMS INSPECTION RECORD Retain a copy with permit hts or?' 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 Still AA of Inspection: Address: .3ZS`au er Date Cal ed: Special Instructions: 4. Inc( Date Wanted: 'Z-4-..-19 6m p.m. Requester: A Phone No: 7' 1- v M Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: d` ��e fly LPi6 04, Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must he 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 2i/hie om Project: N,1 -r Type of Inspection: &8✓/L0/1,4 -747A/4-c__ Address: 321s s //6�r An Date Called: Special Instructions: Date Wanted:a.m; /2--5'` - /43 P. Requester: Phone No: EiApproved per applicable codes. porrections requiredprior to approval. COMMENTS: i11/ eL 4.1-eolevt<ci 'CAJA c5peLfcAt ifrope ,v- : 9-iveAble hJ1L lnspecto Q0 Date: /z -5-2-‘2KY 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 bis -on I Project- /lli1TZ 4 Type of Inspection: CoA/c rw 51.43 Address: 39,15 S //67 Sr Date Called: (0 GtrivreR,y-moi¢ per. C6 ) _ Special Instructions: Jo?// ..51is%t)'Xj7 6E4LAI,. Date Wanted: a.m. -140-113p. . Requester: N Phone No: ?D(- "7/9— V35 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: tS }4-(a)c n -7r PAV RxieY qC,/iM6- 5, 1. iz‘fibR% S (0 GtrivreR,y-moi¢ per. C6 ) Jk Pw CCK- 505f604.0 cc/L.A.& 4/ W W/N /NG- i' sUPa3A 4R 3e / ($ M /C Inspector: Date: //_/‘0, J� 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 pro/71 Project: /Type 4t, of Inspectio �� K S er>EI �:t% Address: -5 4 1/4 Date Calle v Special Instructions: ra414- Date Wanted/a.m.' /09 Requester)) t���_���p.m. ^t, L y - Phone No: -zo4 -7t7 A/Ty ElApproved per applicable codes. COMMENT Corrections required prior to approval. Ahi App ^ J l mi c_po at_S. r�)IA. 119 t Li Cit pn r.0 t Date: lJ�!3- zc REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 0171 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: �a -v-R \S Type of Inspection: Sil. S'eeL We tcl, Date: � f 1, zwii Address: 3215 S. f/6 , A � t7 /w/r'►f r��J Date Called: Special Instructions: Date Wanted: �� it- - / - jt L5 p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: S , T. 3 - v%L.d1— ti IP( Inspector: \S 'moi Date: � f 1, zwii REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Da5-0(7/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Pr'oiect: I`�9 i'ex'.�t Type of Inspection: /f ,SUS °�'1C��G e.°1 t r At Address: 32/s S. IA �-fr Date Ca led: /4-14) g-tc-LocA-T- ,--b 5r4A1 Special Instructions: *urlii 4 109 Dateq Wanted: W " 31. - lol 8 a.m.; p.m. Requester: Phone No: Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: 1— ' toU /! 2k>t W(iz_C- 0-2-iiNitr /4-14) g-tc-LocA-T- ,--b 5r4A1 - Se:r5E7tc---Pa6,5U-14Utgif-fp 7/4- 04: .-- 71J TtLt aUn CAWL--f- ON-41/ A -r -A -t4„- 5 ‘-( 91 Lc -- Po y /--,1 inspector:� .Ai\i eN Date: REINSPEC ON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. coOr INSPECTION RECORD Retain a copy with permit b}8- on( INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 43 t-3670 Project: / - i4-i.(L A-FrAmIAI Type o Inspection: Address: 32J5 ..5, n/( (it'd 0 Date Called: 5 �---- Special Instructions: Date anted: -/3-zt'r a.m. p.. Uri (t- W/° 9 ReRstait. Phone No: 24(0 7/5 �-O/Oy OdApproved per applicable codes. COMMENTS: tions required prior to approval. Inspector: �� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Jl1)' Of ?. .0030 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: R ��t ?Iii- T Sprinklers: y Type of Inspection: Ve , , /) S4(2 5 Address:,4 Suite #: 32-/5_ S. l/ 57 &I).5- Contact Person: '(Of? Special Instructions: Permits: Phone No.: -c' "%Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: `'j Sprinklers: y Fire Alarm: t -p Hood & Duct: Monitor: -2 Pre -Fire: "-le U-' Permits: Occupancy Type: 4S Inspector: -?4A 52'), Date: c(/y--// p( Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copygwith'permit ._ a ISCIS-/5 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: , { „- -die Type of Inspectionn: Address: Suite #: 32/5—c. 8 6 Sel" Contact Person: Special Instructions: -5 / U� Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: M Or" U g t Y� Needs Shift Inspection: `[ Sprinklers: -( Fire Alarm: L Hood & Duct: os Monitor: Pre -Fire: ( Permits: Occupancy Type: j? Inspector: - yyr,-- Date: c/F.Cil i 5( Hrs.: / r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit )l8 -OV?) /5-3 - SL /57-3 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:ct 7-' Fire Alarm: Type of Inspection: Address: Suite #: 3Z,c ��' - // - T /4) Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6,6 1-V ✓,? / -- PASS Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 1st " 3 Date: /0/5//74 Hrs.: / 6 / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a'copy with permit _J /41V— PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: A A 1 ra- Sprinklers: 1'J 5 Fire Alarm: Type of Inspection: f,.1.(-1-ev ,/mak 0. Address: Suite #: 2 t /S. S. �1-7 S�. Contact Person: Special Instructions: Permits: (✓] (6(-F' ,i / vt .Gt- ( / 1 1; ,�%v c v -P . -. Phone No.: Approved per applicable codes. nCorrections required prior to approval. COMMENTS: Sprinklers: 1'J 5 Fire Alarm: /t, /,a.._.-- Hood & Duct: Monitor: r Permits: (✓] (6(-F' ,i / vt .Gt- ( / 1 1; ,�%v c v -P . -. K -- r 1, Ft (L -f-' -(_/ « q ( 1/1 or 4, (c i -ed 9`' L—`1 -P . ' - ivr 7)1 d 4 r --r,-) 7117•-'1<-- //`-' /Pt it '1.4 if ' (l E'riv f r4 � - 7 ,--Z O rYZ_ L,,. , 77/ I.4 f i Needs Shift Inspection: Sprinklers: 1'J 5 Fire Alarm: /t, /,a.._.-- Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: K -- Inspector: Inspector: j71 ,, 5 Date: (7 /c ---/,Q Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 March 5, 2019 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Natera Storage Facility Address: 3215 South 116th Street, Bldg. 3 -Suite 109, Tukwila FINAL REPORT Permit Number: D18-0 711 Job Number: 18-0729 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: Lateral framing Epoxy grouted reinforcing steel Epoxy grouted anchor bolts Reinforced concrete Pull Testing Mechanical anchor bolts Sincerely, OTTO ROSENAU & ASSOCIATES, INC. 00s91-nioDf- Crista Moser Executive Assistant OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 18-0729 Project: Address: Inspector: PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 377636 Natera Storage Facility 3215 South 116th Street, Building 3, Suite 109, Tukwila Joe Tester Client: Natera Inc. Permit Number: Address: 201 Industrial Rd., Suite 410, San Carlos, CA 94070 Date: 12/04/18 Description/Location: ORA representative onsite to inspect the installation of adhesive anchors in the generator foundation SW of gridline N2 line (outside of building, SW corner). Intended Use: Generator anchorage Building Code & Year: 2015 IBC Anchor Length: 5" Hole Diameter: 11/16" Hole Depth: 6" Concrete Thickness: 12" Hole Orientation: ® Vertical Down ❑ Vertical Up ❑ Horizontal Required Embedment: 6" Concrete Strength: 5000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete 0 CMU 0 Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump 0 Other: Brushed: ® Yes 0 No Drill Bit (ANSI B212.15): Compressed Air PSI: 105 Hole Condition: ® Dry 0 Damp 0 Water Saturated El Submerged ❑ Yes ® No Adhesive Type: Hilti/Hit-RE500V3 Weather: Clear Expiration Date: Approved Diamond Cored Hole: 0 Yes ® No Ambient Temperature: 30T Reference Standard(s) Used: Detail A2/S51-01 Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. Others RECIEMIED CITY OF TUKWILA DEC 2 4 2018 PERMIT CENTER ICC ESR #: 3814 Substrate Temperature: 33°F Conforms X Does Not Conform Technical Responsibilit . 2 Isaac Ruoff, 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) Steel ® Reinforcing ►1 All Thread Bar/Dowel Size & Quantity: Anchor Size & Quantity: H15 N'/2" (8), 9/16" Outside diameter Rebar Manufacturer: Type of Steel (ASTM): Grade: F-1554 ►5 A-36 ■ • A-307 50 Other: Rebar Grade: • 40 ■ 60 ■ Other: I 36 ■ ■ 75 ■ A-775 Other: Type of Bar: • A-615 • A-706 • ■ Special Ductile Quality (SDQ): ■ Yes • No Anchor Length: 5" Hole Diameter: 11/16" Hole Depth: 6" Concrete Thickness: 12" Hole Orientation: ® Vertical Down ❑ Vertical Up ❑ Horizontal Required Embedment: 6" Concrete Strength: 5000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete 0 CMU 0 Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air 0 Hand Pump 0 Other: Brushed: ® Yes 0 No Drill Bit (ANSI B212.15): Compressed Air PSI: 105 Hole Condition: ® Dry 0 Damp 0 Water Saturated El Submerged ❑ Yes ® No Adhesive Type: Hilti/Hit-RE500V3 Weather: Clear Expiration Date: Approved Diamond Cored Hole: 0 Yes ® No Ambient Temperature: 30T Reference Standard(s) Used: Detail A2/S51-01 Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. Others RECIEMIED CITY OF TUKWILA DEC 2 4 2018 PERMIT CENTER ICC ESR #: 3814 Substrate Temperature: 33°F Conforms X Does Not Conform Technical Responsibilit . 2 Isaac Ruoff, 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 MECHANICAL INSPECTION REPORT Job Number: 18-0729 Project: Address: Inspector: Report Number: Natera Storage Facility 3215 South 116th Street, Building 3, Suite 109, Tukwila Mike Sorantino 340201 Client: Natera Inc. Permit Number: Address: 201 Industrial Rd. Suite 410, San Carlos Date: 12/05/2018 Description/Location: Installation of 3/8" A307 bolts holding together Unistrut system in storage room (special inspecton). Intended Use: See above. Building Code & Year: Comments Bolts appeared adequately tightened and satisfactory as per S -1/S-3 of plan provided. Reference Standard(s) Used: Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. Others Conforms X Does Not Conform RECEIVED CITY OF TUKWILA DEC 2 4 2018 PERMIT CENTER Technical Responsibility: Isaac Ruoff, 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-87-02(Rev 05/13) Anchor Size & Quantity: 3/8" (100) Anchor Style: ■ Expansion • Screw ■ Sleeve ■ Drop In ESR Number: N/A Anchor Manufacturer: Hilti Anchor Type: Holepiameter: Hole Depth: Required Embedment: Anchor Length: Concrete Thickness: Concrete Strength: Base Material: ■ Normal Weight Concrete • Light Weight Concrete ■ CMU IN Brick • Composite Deck Hole Cleaning: IN Compressed Air ■ Hand Pump ■ Other: ORA Torque Wrench ID: Torque: ft -lbs Drill Bit (ANSI B212.15): ■ Yes ■ No Weather: Ambient Temperature: Comments Bolts appeared adequately tightened and satisfactory as per S -1/S-3 of plan provided. Reference Standard(s) Used: Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. Others Conforms X Does Not Conform RECEIVED CITY OF TUKWILA DEC 2 4 2018 PERMIT CENTER Technical Responsibility: Isaac Ruoff, 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-87-02(Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 376984 Project: Natera Storage Facility Address: 3215 S 116th St., Bldg. 3, Suite 109, Tukwila Client: Natera, Inc. Permit Number: Job Number: Client Address: D18-071 18-0729 201 Industrial Rd., Suite 410, San Carlos, CA Inspections Performed Steel Decking Other (specify): Proprietary Anchors Adhesive Inspection - Cancelled Structural Steel Fabrication Structural Steel Erection Inspector and Date Remarks Josh Gray 11/30/2018 Arrived onsite for Proprietary Anchors Adhesive inspection. Inspection was cancelled without notice. Cancelled Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. Others RECEIVED CITY Of TUKWIL DEC 1 '7 2013 PERMIT CENTER Technical Responsibility: ..►f`" Isaac Ruoff, Ruoff, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 18-0729 CONCRETE REPORT 1V Report Number: RC363776 Permit Number: 171'8=O7T Project: Natera Storage Facility Address: 3215 South 116th Street, Building 3, Suite 109, Tukwila Inspector(s): Joseph Tester Description/Location: Client: G3 Builders Address: 3211 W McGraw St„ Seattle Date: 10/16/2018 Onsite to inspect the installation of reinforcing steel and the quality/placement of concrete in the (?) housekeeping pads (inside door #2, South side of building) and the generator foundation (between door #1 and #2, South side, outside Building #1). Reinforcing steel was installed in accordance with the approved project documents (per details A2 and B2/S51.01). Rebar Verified: Yes 10/16/2018 Joseph Tester (Grade 60) Supplier: Mix Number: Slump Spec: 4"±1" W/C Ratio Spec: NA Air Spec: NA Total Yards: 4 Placed Via: Chute Consolidated: Yes Required Strength: 4000 psi @ 28 days Placement Data Quick and Easy Con Mfg: Cascade Design E Actual Batch Weights/Cubic Yard Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): 3/8" Slag (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Sampling and Testing Data Time Cubic ` Water Slump Air % Cone Temp Ambient t Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No . No. Cast Samples: 1-4 7:22 am 4.00 0 gal. 4.5" NA% 68°F 48°F to NA Weather: Clear Date Samples Picked Up: Slump Range: NA Air % Range: NA 10/17/2018 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM C31, E3clude C31-10.1.2 Comments Note: Subgrade inspected for conditions (probed - found to be firm and unyielding), REINFORCING/PLACEMENT: Conforms: V Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Number 1 Test Field Age Size Area Weight Max Load Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) Strength Fracture Type (psi) (other than c•)ne) 10/23/18 7 4 x 8 12.62 8.7 74,820 5930 5 11/13/18 28 4 x 8 12.62 8.7 91,610 7260 5 11/13/18 28 4 x 8 12.62 8.7 93,100 7380 3 4 11/13/18 28 4 x8 12.62 8,7 94,350 7480 5 *= Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 ❑ Copies to: RECEIVED 0 Client Engineer Batch Plant T ��[[����// ❑1/ Owner ❑�/ Contractor 11 Others CITY OIteThl,�daT tI ibiIiity: ❑ Architect 0 Building Dept Isaac Ruoff, Project Manager NOV 2 0 2018 PERMIT CENTER 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: 18-0729 CONCRETE REPORT Report Number: RC363776 Permit Number: D18-071 Project: Natera Storage Facility Address: 3215 South 116th Street, Building 3, Suite 109, Tukwila Inspector(s): Joseph Tester Description/Location: Client: G3 Builders Address: 3211 W McGraw St„ Seattle Date: 10/16/2018 Onsite to inspect the installation of reinforcing steel and the quality/placement of concrete in the (2) housekeeping pads (inside door #2, South side of building) and the generator foundation (between door #1 and #2, South side, outside Building #1). Reinforcing steel was installed in accordance with the approved project documents (per details A2 and B2/S51.01). Rebar Verified: Yes 10/16/2018 Joseph Tester (Grade 60) Placement :Data Supplier: Mix Number: Slump Spec: WIC Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Quick and Easy Con 4"±1" NA NA 4 Chute Yes Required Strength: 4000 psi @ 28 days Sampling and.Testin_ g Data Time <' Cubic Water 'Slump Air %.. ASTM C 172, C:: 31 , Made Yards Added 0.143.. C 231; 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): Mfg: Cascade Actual. • Batch-Weights/Cubic Yard RECEIVED 3/8" CITY OF TUKWILg44bs): NOV 15 2018 Cast Samples: 1-4 7:22 am 4.00 0 gal. 4.5" NA% PERMIT CENTER Conc.Temp, Ambient C 1064 Temp 68°F 48°F Truck No. NA Ticket No. NA Weather: Clear Date Samples Picked Up: Slump Range: NA Air % Range: NA 10/17/2018 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: Comments Note: Subgrade inspected for conditions (probed - found to be firm and unyielding). REINFORCING/PLACEMENT: Conforms: J Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Specimen Test Number Date Field Cure ASTM C31, Exclude C31-10.1.2 Age Size Area Weight Max Load Strength Fracture Type (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 10/23/18 2 11/13/18 3 11/13/18 4 11/13/18 *= Discarded 7 4 x 8 12.62 8.7 74,820 5930 28 4 x 8 12,62 8.7 91,610 7260 28 4 x 8 12.62 8.7 93,100 7380 28 4 x 8 12.62 8.7 94,350 7480 Tested in general accordance to: ASTMC39 I Copies to: Client J Engineer El Batch Plant El Owner Contractor ❑ Others ❑ Architect Li Building Dept ASTMC617 ❑ ASTMC1231 [1 Technical Responsibility: - I—: 5 5 3 5 Isaac Ruoff, 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: 18-0729 CONCRETE REPORT Report Number: RC363776 Permit Number: D18-071 Project: Natera Storage Facility Address: 3215 South 116th Street, Building 3, Suite 109, Tukwila Client: G3 Builders Address: 3211 W McGraw St„ Seattle 45, Inspector(s): Joseph Tester Date: 10/16/2018 Description/Location: Onsite to inspect the installation of reinforcing steel and the quality/placement of concrete in the (2) housekeeping pads (inside door #2, South side of building) and the generator foundation (between door #1 and #2, South side, outside Building #1). Reinforcing steel was installed in accordance with the approved project documents (per details A2 and B2/S51.01). Rebar Verified: Yes 10/16/2018 Joseph Tester (Grade 60) Supplier: Mix Number: Slump Spec: 4"±1" W/C Ratio Spec: NA Air Spec: NA Total Yards: 4 Placed Via: Chute Consolidated: Yes Required Strength: 4000 psi @ 28 days Placement Data Design j 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): PERMIT CENTER= Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient •t Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No., Cast Samples: 1-4 7:22 am 4.00 0 gal. 4.5" NA% 68°F 48°F NA NA Quick and Easy Con Mfg: Cascade Actual.Batch Weights/Cubic Yard 3/8" RECEIVED CITY OF TUKWILt NOV 15 2018 Weather: Clear Slump Range: NA Air % Range: NA Date Samples Picked Up: 10/17/2018 Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: ASTM c31, Exclude C31-10.1.2 Comments Note: Subgrade inspected for conditions (probed - found to be firm and unyielding). REINFORCING/PLACEMENT: Conforms: f1 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 10/23/18 11/13/18 3 11/13/18 4 11/13/18 • = Discarded 7 4 x 8 12.62 8.7 74,820 5930 28 4 x 8 12.62 8.7 91,610 7260 28 4 x 8 12.62 8.7 93,100 7380 28 4 x 8 12.62 8.7 94,350 7480 Tested in general accordance to: ASTMC39 I ASTMC617 ❑ Copies to: Client II Engineer Batch Plant Owner El Contractor ❑ Others ❑ Architect Building Dept ASTMC1231 ❑ 5 5 3 5 Technical Responsibility: Isaac Ruoff, 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: 18-0729 Project: Natera Storage Facility Report Number: 365323 Client: Natera Inc. Permit Number: e18'OS7r Address: 3215 South 116th Street, Building 3, Suite 109, Address: 201 Industrial Rd., Suite 410, San Carlos, CA 94070 Tukwila Inspector: Mike Sorantino Date: 8/31/2018 . . Description/Location: Inspected installation of (32) #3 x 12" rebar hooks into existing concrete floor at A & 4, Dock Level. Intended Use: Concrete pads (2) Building Code & Year: IBC 2015 FIECEffitnts ctive and plan. ILA Work observed appeared satisfactory and in confennyexpo Reference Standard(s) Used: Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. OCT- 2 2 2V3 PERMIT CFN.T..R Others Conforms X Does Not Conform Technical Responsibility: ___ l6 Isaac R off, 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) @ Reinforcing Steel E All Thread Bar/Dowel Size & Quantity: #3 (32) Anchor Size & Quantity: Rebar Manufacturer: N/A Type of Steel (ASTM): Grade: ■ A-36 • F-1554 ■ A-307 Rebar Grade: 40 ■ 60 ■ Other: 1 36 ■ 50 • 75 ■ Other: Type of Bar: A-615 ■ A-706 • A-775 • Other: Special Ductile Quality (SDQ): ■ Yes L No Anchor Length: 12" total Hole Depth: 3-4" Required Embedment: 3" Hole Diameter: '/Z" Concrete Thickness: N/A Concrete Strength: N/A Hole Orientation: ►i4 Vertical Down • Vertical Up ■ Horizontal Concrete Base Material: ►5 Normal Weight Concrete ■ Light Weight ■ CMU 1 Brick ■ Composite Deck Compressed Air PSI: 40 Hole Cleaning: Compressed Air ■ Hand Pump 1 Other: Brushed: Yes ■ No Hole Condition: ►1 Dry ■ Damp • Water Saturated • Submerged Approved Diamond Cored Drill Bit (ANSI B212.15): Yes • No Hole: 1 Yes r No Adhesive Type: Strong Tie XP Expiration Date: 3/2020 ICC ESR #: 2508 Weather: Inside Ambient Temperature: 45°F Substrate Temperature: N/A FIECEffitnts ctive and plan. ILA Work observed appeared satisfactory and in confennyexpo Reference Standard(s) Used: Copies to: X Client X Engineer X Owner X Contractor Architect X Building Dept. OCT- 2 2 2V3 PERMIT CFN.T..R Others Conforms X Does Not Conform Technical Responsibility: ___ l6 Isaac R off, 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 LATERAL FRAMING INSPECTION REPORT Report Number: 347694 Project: Natera Storage Facility Address: 3215 South 116'" Street, Building 3, Suite 109, Tukwila Client: Natera Inc. Permit Number: Job Number: Client Address: D18-071 18-0729 201 Industrial Rd., Suite 410 San Carlos. CA 94070 Inspections Performed Nail / Screw Size and Spacing X Bottom Plate Nailing Light Gauge Framing Anchor Bolt Sheathing Nailing Light Gauge Yield: 30ksi 50ksi ■ ■ Blocking X Diaphragm Nailing Light Gauge Welding Installation of Holdown System Sheathing Rated By: Welder's Name: Clips 0 Straps ■ X Sheathing Type: WABO Number: Hardware Manufacturer: Simpson Other (specify): WABO Card Exp.: Inspector and Date Remarks Mike Sorantino 8/31/2018 Copies to: X Owner Architect X Engineer Visually inspected installed framing for HVAC unit at roof level along line B at 2 & 3. Work inspected appeared satisfactory and in conformance with 2/S11-01 of plan. Conforms X Contractor X Building Dept. RECEIVED CITY OF TUKWILA Technical Responsibility: OCT 2 2 2018 PERMIT CENTER Isaac Ruoff, 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 -84-03 (Rev 05/13) June 22, 2018 City of Tukwila Department of Community Development ERIK WESTOVER 2030 8TH AVE, STE 306 SEATTLE, WA 98121 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0171 NATERA - 3225 S 116TH ST 109 Dear ERIK WESTOVER, 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Engineer's plan sheets and documents are missing date of signature. Please provide all plan sheets produced by the engineer and the top copy of calculations and documents with Stamp, Signature and Date of signature. See General Information Note above. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 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 x� p 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. D18-0171 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 MEMORANDUM 67L iep c'e. TO: Richard Takechi FROM: Bill Rambo DATE: July 16, 2018 SUBJECT: Natera Permit Number D18-0171 Please credit $4,485.10 (four thousand four hundred eighty-five dollars and ten cents) for a credit card transaction made on July 11, 2018. It appears that the customer's credit card was charged twice for the same amount. Please provide the refund as follows: Account 000.322.100.00.00: $ 4,142.83 Account 000.322.900.04.00: $ 207.14 Account 000.369.908.00.00: $ 130.63 Account 640.237.114: $ 4.50 Total: $ 4,485.10 Thank you! Bill Rambo From: Erik Westover <erik@westlakeconsultinggroup.com> Sent: Friday, July 13, 2018 10:34 PM To: Bill Rambo Cc: Kaitlin Kontogianis Subject: Re: D18-0171 Receipt Attachments: D18-0171 Receipt[2].pdf Hi Bill, It looks like you charged us twice for the Natera permit. Can you look into this when you get a chance. Thank you Erik Westover Tel: 206.452.9313 2030 8th Ave, Suite 306, Seattle WA 98121 erik@westlakeconsultinggroup.com Q 07/12/2018 CO TUKWILA ETRAKIT 07/12/2018 CO TUKWILA ETRAKIT El 07/12/2018 CO TUKWILA ETRAKIT $4,485.10 $16,915.3 $4,485.10 $12,430.2 $4,485.10 $16,915.34 Transaction date: 07/11/2018 Reference number: 24717058193131937985697 Transaction type: Purchase Merchant category: GOVERNMENT SERVICES NOT ELSEWHERE CLASSIFIED Expense category: Government Services Code: 9399 Print transaction details 1 Dispute this transaction I Request a sales slip copy E 07/12/2018 CO TUKWILA ETRAKIT $4,485.10 $12,430.24 Transaction date: 07/11/2018 Reference number: 24717058193131937985705 Transaction type: Purchase Merchant category: GOVERNMENT SERVICES NOT ELSEWHERE CLASSIFIED Expense category: Government Services Code: 9399 Print transaction details 1 Dispute this transaction I Request a sales slip copy WESTLAKE CONSUMING T(NG GROt3P 1 Check out our New Website — westlakeconsultinggroup.com From: Bill Rambo <Bill.Rambo@TukwilaWA.gov> Date: Wednesday, July 11, 2018 at 2:37 PM To: Erik Westover<erik@westlakeconsultinggroup.com> Subject: D18-0171 Receipt Thank you CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 FILE Degenkolb NATERA FREEZER BRACING TUKWILA, WA STRUCTURAL DESIGN AND CALCULATIONS May 25, 2018 Degenkolb Job Number: B8735010.00 REVIEWED FOR CODE COMPLIANCE . APPROVED JUL 10 2018 City of Tukwila BUILDING DIVISION Degenkolb Engineers RECEIVED ITY OF TUKWILA 0 JUN 01 2018 PP.R1VIIT CENTER 600 University Street, Suite 720 Seattle, WA 98101 262.9240 phone 262.9346 fax 1)1`6-0111 STRUCTURAL GENERAL NOTES FOR NATERA FREEZER BRACING: 1. GENERAL 1 DETERMINE EXISTING BUILDING CONDITIONS AND VERIFY THE APPLICABILITY AND SUITABILITY OF THE DETAILS CONTAINED HEREIN FOR USE IN THE PROPOSED INSTALLATION. 2 RETAIN A QUALIFIED PROFESSIONAL FOR STRUCTURAL OBSERVATION FOR CONFORMANCE OF MATERIALS AND WORKMANSHIP WITH THESE DOCUMENTS AND THE APPLICABLE CODE AS DEFINED BY THE LOCAL GOVERNING AUTHORITY. 3 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BY A QUALIFIED PROFESSIONAL. 4 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TO WORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS. EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS AND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITH THIS WORK. 5 DESIGN IS BASED ON CHAPTER 13 OF ASCE 7-10, AS REFERENCED BY IBC 2015, WITH Ip = 1.0. 6 DESIGN OF STRUT SPINE IS INTENDED TO SUPPORT FREEZERS AS SHOWN ON PLAN, WITH WEIGHT INCLUDING SPECIMENS NOT TO EXCEED 4830 LB, AND PIPE AND CONDUIT DISTRIBUTION AS SHOWN. FREEZERS TO BE ATTACHED TO STRUT HORIZONTALS WITH TWO (2) STRAPS WITH MINIMUM CAPACITY OF 515 LB (ASD -LEVEL). I1. MECHANICAL ANCHORS 1 ANCHORS SHALL BE: HILTI KB -TZ CONCRETE EXPANSION ANCHORS WITH EFFECTIVE EMBED AS SHOWN INSTALLED IN ACCORDANCE WITH ICC -ES REPORT ESR -1917. SUBSTITUTIONS ARE TO HAVE CAPACITIES EQUAL TO OR EXCEEDING SPECIFIED PRODUCTS AND MUST HAVE A CURRENT ICC -ESR THAT IS APPROVED FOR IBC 2015. 2 IF CONCRETE REINFORCEMENT IS ENCOUNTERED DURING INSTALLATION, SHIFT THE LOCATION TO AVOID THE REINFORCEMENT. DO NOT CUT REINFORCEMENT. PROVIDE A MINIMUM OF 1 INCH OF SOUND CONCRETE BETWEEN THE FASTENER AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. 3 PULL -TESTING OF A MINIMUM OF (2) ANCHORS PER UNIT SHALL BE PERFORMED BY THE OWNER'S TESTING ANGENCY TO LOADS EQUAL TO THE ICC -ES -PUBLISHED TENSILE CAPACITIES. 4 SPECIAL INSPECTION OF ANCHORS REQUIRED PER TABLE 1705.3 OF THE IBC 2015. III. SEISMIC DESIGN VALUES 1 PER ASCE 7-10: SITE CLASS D/E ASSUMED SEISMIC DESIGN CATEGORY D Ss = 1.521g Sds = 1.014g Rp=1.5 ap = 1.0 52p = 1.5 A Degenkolb DEGENKOLB ENGINEERS 600 University Street, Suite 720 Seattle, WA 98101 206.262.9240 Phone 206.262.9346 Fax www.degenkolb.com Deg. Job # 08735010.00 PROJECT NATERA FREEZER BRACING 3215 SOUTH 116TH ST, BUILDING 3, SUITE 109 TUKWILA. WA 98168 GENERAL NOTES DATE 05/25/2018 SCALE S-1 OF 3 FREEZER • 1 1 1 • FUTURE FREEZER 1 , ,, 1 1 , , 71, , 1 1 , , • `•, • • 1 1 • UNISTRUT • • `, • • SPINE , 1 , • , • , KICKER BRACE - •' -, ,' , 1 , , , , 1 * - , , , , , 1 , , 1 , 1 , P1001 AT 9'-0' AFF, SEE 3/S-3 • NOTES: 1. VERIFY DIMENSIONS PER ARCHITECTURAL AND EQUIPMENT FLOOR PLAN /,Degenkolb DEGENKOLB ENGINEERS 600 University Street, Suite 720 Seattle, WA 98101 206.262.9240 Phone 206.262.9346 Fax www.degenkolb.com Deg. Job # B8735010.00 PROJECT NATERA FREEZER BRACING 3215 SOUTH 116TH ST, BUILDING 3, SUITE 109 TUKWILA, WA 98168 FLOOR PLAN DATE 05/25/2018 SCALE NTS S-2 OF 3 SHEET NOTE: ALL MEMBERS ARE P1001 UNLESS OTHERWISE NOTED 11 IIE 10" MAX 45° PIPE AND CONDUITS, MAX TOTAL WEIGHT 25#/FT P1001 VERTICAL, SEE BELOW FOR BASE CONNECTION P1000 W/ P2815 TO SPINE, TYP SLAB ON GRADE NOTES: 1. VERIFY DIMENSIONS PER ARCHITECTURAL AND EQUIPMENT 4'-0" KICKER BRACES P2072A W/ (4) 3/8 DIA KBTZ W/ 2 3/4" EFF EMBED. ATTACH TO BRACE W/ P1354 TYP P1325 T+B, TYP @ END JOINTS14- PER ARCH P1001 SPANNING TO ADJACENT SPINE OR WALL SUPPORT, CARRYING 25 PLF MAX PIPE AND CONDUIT WITH MAX SPAN = 14'-0" PER 14- ARCH P1726 ES, TYP @ TOP AND END JOINTS P1953 ES AT CORNER P2073A W/ (4) 3/8 DIA KBTZ W/ 2 3/4" EFF EMBED, TYP AT POST BASE OR P2815 EA END OF DIAGONALS, TYP END WALLS P1950 ES, TYP @ INTERIOR JOINTS P1726 ES, TYP @ TOP JOINTS P2073A W/ (4) 3/8 DIA KBTZ W/ 2 3/4" EFF EMBED, TYP AT POST BASE P2815 EA END OF DIAGONALS, TYP LONGITUDINAL ELEVATION A Degenkolb DEGENKOLB ENGINEERS 600 University Street, Suite 720 Seattle, WA 98101 206.262.9240 Phone 206.262.9346 Fax www.degenkolb.com Deg. Job # 88735010.00 PROJECT NATERA FREEZER BRACING 3215 SOUTH 116TH ST, BUILDING 3, SUITE 109 TUKWILA. WA 98168 SECTIONS o i9 N Oladaitt DATE 05/25/2018 SCALE NTS S-3 OF 3 P1950, TYI @ INTERI JOINTS P�ppO A*, c).„0 pr000 A P2073A W/ (4) 3/8 DIA KBTZ W/ 2 3/4" EFF EMBED, TYP AT POST BASE OR P2815 EA END OF DIAGONALS, TYP END WALLS P1950 ES, TYP @ INTERIOR JOINTS P1726 ES, TYP @ TOP JOINTS P2073A W/ (4) 3/8 DIA KBTZ W/ 2 3/4" EFF EMBED, TYP AT POST BASE P2815 EA END OF DIAGONALS, TYP LONGITUDINAL ELEVATION A Degenkolb DEGENKOLB ENGINEERS 600 University Street, Suite 720 Seattle, WA 98101 206.262.9240 Phone 206.262.9346 Fax www.degenkolb.com Deg. Job # 88735010.00 PROJECT NATERA FREEZER BRACING 3215 SOUTH 116TH ST, BUILDING 3, SUITE 109 TUKWILA. WA 98168 SECTIONS o i9 N Oladaitt DATE 05/25/2018 SCALE NTS S-3 OF 3 FILE Degenkolb NATERA STRUCTURAL PACKAGE TUKWILA, WA STRUCTURAL DESIGN AND CALCULATIONS May 29, 2018 Degenkolb Job Number: 88735010.01 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 102018 City of Tukwila BUILDING DIVISION Degenkolb Engineers RECEIVED ITY OF T11K WILA U, .1U°N 01 2018 RMIT CENTER 3 600 University Street, Suite 720 Seattle, WA 98101 o 262.9240 phone 262.9346 fax t41Oi1 1 dDegenkolb Degenkolb Engineers 600 University Street, Suite 720 Seattle, WA 98101 Phone: 206.262.9240 Fax: 206.262.9346 Subject: Roof Evaluation and Equipment Anchorage Job Number: B8735010.01 Date: 5/29/2018 Job: Natera By: KPS Section: Checked By: Scope of Work This calculation package covers the structural work required for the Natera project located at 3215 South 116th Street, Building 3, Tukwila, Washington. Codes and Standards: 2015 International Building Code with Washington State Amendments (IBC 2015) 2015 International Existing Building Code with Washington State Amendments (IEBC 2015) ASCE 7-10, Minimum Design Loads for Buildings and other Structures (ASCE 7) 2015 Edition, National Design Specification for Wood Construction (NDS) ACI 318-11, Building Code Requirements for Structural Concrete (ACI 318) Roof Loading Existing roof loading is estimated at 10.6 psf for existing framing, including self -weight. An additional 5psf of ceiling and ductwork allowance is included as dead load. Per the original drawings, the roof live load is 25 psf, which matches the current standard for snow loads. The roof evaluation, including material properties, is based on the original structural drawings for Seagate Center by David Kehle, Architect, dated 12/1/1988. Two roof -top -units (RTUs) are added as part of this project, with a weight per unit of 3515 lb. New framing is required to support the perimeter of each RTU and to strengthen the existing 4x framing. RTUs are anchored to the roof framing for wind and seismic loads. Equipment Anchorage Seismic anchorage for new liquid nitrogen tanks and an emergency generator are included. Seismic demands are calculated per ASCE 7, Chapter 15 and Chapter 13 as noted. Anchorage design per ACI 318. Seismic Design Criteria Site Class D (assumed) Seismic Design Category D Sds = 1.014g Risk Category II Ip = 1.0 Wind Design Criteria Basic Wind Speed = 110 mph Wind Exposure = B Risk Category II Page 1 of 1 P:\Project.B08\735\B8735010.00\CalcsWctive\P+W Design Narrative.docx ORIGINAL DRAW NGS FRAMING PLAN ,ADegenkolb enkolb Degenkolb Engineers 1325 Fourth Avenue, Suite 530 Seattle, WA 98101 Phone: 206.262.9240 Fax: 206.262.9346 Subject: Roof Evaluation Job: Natera Job Number: B8735010.01 Date: 05/24/18 By: LK )ction: Checked By: KPS Weight Take Off PSF Composite Roof 4 1/2" OSB 1.6 2x4 @ 24" o/c 1 Batt Insulation 0.25 Lighting 1 Ductwork 2 Ceiling 3 Sprinklers 1 4X14 @ 8' o/c 1.7 psf Total 15.55 psf Loads to SAP model Glu -lam Self -Weight 6 3/4 x 27 GLB 63/4x21 GLB 44.3 pif 34.5 pif Assumed 4 psf for protection board+3ply membrane Roof Live Load : 25 psf 4x14 Reaction Point Toads Dead 1493 Ib 2986 Ib Live 2400 Ib 4800 Ib Total 3893 Ib 7786 Ib Member Checks Under Existing Loading (plus ceiling, ductwork) 4x14: L= Trib = wl = wd = w max = V max = M max = 200 plf 124 plf 324 pif 3893 Ib 23358 lb -ft 4x14 Capacity S =: 124.3 in" Fb = 1800 psi Cd = : 1.15 Cf = 0,984 Eq3%(4.3-1 Cr= 1 .: F'b = Ma = DCR = 2037 psi 21104 Ib -ft 4x14 Will not be loaded by new equipment Strengthen existing 4x framing for new ceiling loads Existing Loads With RTU 180524 Wt take off & beam checks.xlsx: EXISTING LOADS Page 1 of 2 A Degenkolb Degenkolb Engineers 1325 Fourth Avenue, Suite 530 Seattle, WA 98101 Phone: 206.262.9240 Fax: 206.262.9346 Subject: Roof Evaluation Job: Natera Job Number: B8735010.01 Date: 05/24/18 By: LK action: Checked By: KPS Simply Supported Lam: D+L (ASD) V max = M max = Glu Lam Capacity S= 24.5 ft , Ib 945 kip -in 496.1 inA3 2400 psi F'b = Ma = DCR = From SAP _00 Full span 2161.1 psi 1072166 Ib -in Existing Loads 0.88 Existing Loads Cantilevered Lam: V max = M- = M+ = Ib Simply Supported Lar D+L (ASD) L= 26ft .Trib V max = Ib M max = 991 kip -in DCR = From SAF 5% increase in load With RTU 0.92 With RTU Cantilevered Lam: L. =Trb = a=. V max = D+L (ASD) 1323 kip -in At support, from SAP M- = 1739 kip -in At midspan, from SAP M+ = Glu Lam Capacity (Negative bending) 320.1_ in^3 2406 psi Per existing drawings Cd Span Cv = F'b = Ma - = 14 ft 0.934 2242 psi 1838744 Ib -in Glu Lam Capacity Positive bending) 2400 psi 'Per existing drawings Cd — ;Span; Cv ; F,b_.. Ma + = DCR = DCR = 0855 2052 psi 1682620 Ib -in Existing Loads Negative Moment Positive Moment 0.72 1.03 180524 Wt take off & beam checks.xlsx: EXISTING LOADS DCR = DCR = Ib 1509 kip -in 1665 kip -in At supporl At midspa M- % 14% increase in load M+ % -4% increase in Toad With RTU Negative Moment Positive Moment 0.82 0.99 Page 2 of 2 180525 Natera GLB.sdb SAP2000 20.1.0 w 0 N a) N 11, 180525 Natera GLB.sdb SAP2000 20.1.0 w 0 N a) N to 180525 Natera GLB.sdb LL c- d. Q Y All Object Loading (EQUIP) (GLOBAL CSys) SAP2000 20.1.0 CO 0 N O) N U) 180525 Natera GLB.sdb All Object Loading (D+L+E) (GLOBAL CSys) SAP2000 20.1.0 RY SECOoNl RN-016-3-0-EB09-38B=1ADH-EOB-DDH-00A-OOFRO05-00-0BCOOCOOB 000H Bid 3aislno --+- - --11 I 11 • L_—J `C— 11 ,\ 11 '— --/ /77--- 0 / X \ k......../ / \ r • 1103 • • \• • i \ i • \ • 4, S m Q In 4 N -• Y i ULN d Ott) R1 O N D J ADegenkolb Subject: Job Number: Date: Job: By: Section: Checked By: Checked By: Page of l�T'IBui E (Zru t-0 At) S 3s-1 L.3 cspiktJ 6A, 1-0 AS p6K fiE:r ----9 �� .....E I.M.. F,hr!l rder _ ....._....... ....... bts rkii) v 1E46 to L-c»JC, EbGcS �3Fr a �3f•r 1 o c k.sE �y to �(o f� R /�ra5 7M 14)AD ,Jo- Lj....1.. :._. 1.4..3 p,LF 10 8,4 L__ Roti l- 16 . .r°4' �ok� r)g© G�t� E SNA 1 1 s 6_0 ,$ stmos Fort 6Li0 4 pg_our .....Lo; s M'N 8 4 1 iL A Degenkolb Degenkolb Engineers 600 University St, Suite 720 Seattle, WA 98101 Phone: 206.262.9240 Fax: 206.262.9346 Subject: Framing Sizing Job Number: B8735010.( Date: 05/29/18 Job: Natera By: KPS Section: Checked By: Doug Fir #1 Joists Cd 0.9 Equipment loads Fv 180 psi Fb 1000 psi E 1.60E+06 psi Section d b Size Factor Vail Mall in in Cf (Ib) (Ib -ft) DF 4x12 11.25 3.5 1.1 4725 6091 DF 4x10 9.25 3.5 1.2 3885 4492 DF 2x14 13.25 1.5 0.9 2385 2963 DF 2x12 11.25 1.5 1 2025 2373 DF 2x10 9.25 1.5 1.1 1665 1765 DF 2x8 7.25 1.5 1.2 1305 1183 DF 2x6 5.5 1.5 1.3 990 737 RTU framing Load Span Loading location Max Moment Rxn Ib ft Ib -ft Ib 1280 8 Variable 1280 640 Use 2x8 800 5 Variable 500 400 Use 2x8 640 24.5 5'-6" from support 2730 320 Use Dbl 2x10 400 24.5 5'-6" from support 1706 200 Use Dbl 2x10 p:\...\180529 Framing Sizing.xlsx: Sheet/ Page 1 of 1 D 0 Degenkolb Subject: Comp/ Lf Y t ItS Job Number: 158j �j 3 SD f Q .0 Date: 5 1")-9 / (.p Job: N C . /s By: LrS Section: Checked By: Checked By: Page of (._) 4>e- /1 OVA c -t ri ADD F6 ► . .................................... j3 G&l L t 3(r1 J<)c-15 1,0 s locos = 1/S° Ps( r S = DSo X1B ro E.Ak s 5► FPN)&55 r S 2 /04)/0 oP 111/4 U56. Li0 Frot„.4 Ob • U'J1' SA ) LMb v = o uJ` c.1 = rr' Degenkolb Subject: I.- c.) AAA) C-M*e... i'r •1/4( Job Number: 58 7 3s-010.60 Date: sl x'l Is ...t:) Job: tiki6-ki1/4- By: II—P Section: Checked By: Checked By: Page of /5 rif./cr pss 3//c rof. p&»4& 70'-1" use e 7-0 tir/ %ILI ikA-4-1,10 Ast4C- /.1-ANJA1L. kC1/4b z PN FA. otA fr, 066L. Exts-r( .J(/- R''...) Tke, Lc — 14716 Jtfit-ic:Ejr Pja) Lts-, 6 14,P o 4_Degenkolb Degenkolb Engineers 600 University Street, Suite 720 Seattle, WA 98101 Phone: 206.262.9240 Subject: RTU Loads Job: Natera Job Number: B8735010.01 By: DAS Date: Section: 05/29/18 Checked By: Calculate seismic loads on rooftop RTU. SDS RTU 1.014 g ft ft Ib Building Height h 20 Height of Equip Base z 20 Equipment Weight WP 3513 Amplification Factor ap 2.5 Response Mod Factor Rp 6 Importance Factor Ip 1 Seismic Force Fp 1781 Min Seismic Force Fpmin 1069 Max Seismic Force Fpmax 5699 Seismic Force Fp 781 Site Class D - See USGS Report Per cut sheet ASCE 7-10 Table 13.6-1 ASCE 7-10 Table 13.6-1 Risk Catergory 11 Building Ib Fp = 0.45DSWpap(1+2z/h)/(Rp/Ip) ASCE 7-10 Eq 13.3-1 Ib Fpmin = 0.350SIpWp ASCE 7-10 Eq 13.3-2 Ib Fpmax = 1.6SDSIpWp ASCE 7-10 Eq 13.3-3 Ib Degenkolb Degenkolb Engineers 600 University Street, Suite 720 Seattle, WA 98101 Phone: 206.262.9240 Subject: Wind Loads on RTUs Job Number: B8735010.01 Date: 5/29/2018 Job: Natera By: JGS, DAS Checked By: Summary: This spreadsheet assists with determination of wind loads in accordance with ASCE 7-10. Building Geometry Width B Length L Height h Wind Pressure Derivations Basic Wind Speed V Directionality Factor Kd Topographic Factor Kit Surface Roughness Exposure Category Exposure Constant zg Exposure Constant a Gust Factor G Internal Pressure GC0 Mean Roof Height H Velocity Exposure Coeff Kt, Pressure at Roof qh 120 245, 20 110, 0.85 1 C C 900 9.5 0.85 0.18 20 0.90 ft ft ft mph Site not on a hill ft Given Exposure Category Given Exposure Category Rigid, low-rise Enclosed building ft psf qh = 0.00256KdKztKhV2 Reference Document: ASCE 7-10 ASCE 7 Figure 26.5-1A ASCE 7 Table 26.6-1 ASCE 7 Section 26.8.2 ASCE 7 Section 26.7.2 ASCE 7 Section 26.7.3 ASCE 7 Table 26.9-1 ASCE 7 Table 26.9-1 ASCE 7 Section 26.9.2 ASCE 7 Table 26.11-1 ASCE 7 Table 27.3-1 ASCE 7 Equation 27.3-1 Demands on Rooftoo Structures (Buildings with h _< 60 ft) ASCE 7 Section 29.5.1 Transverse Building Area Longitudinal Building Area Plan Building Area Rooftop Structure Geometry Width of RTU Length of RTU Height of RTU Weight of RTU AB AL Ap B RTU LRTU hRTU WRTU 2,400 ft2 4,900 ft2 29,400 ft2 4.5 12.1 7.0 3,513 AB = Bh AL = Lh Ap=BL ft ft ft Includes 14" curb lbs Transverse RTU Area Af,B 32 Vertical Projected Area in Plane Normal to Wind Longitudinal RTU Area Af,L 84 Vertical Projected Area in Plane Normal to Wind Plan RTU Area A, 54 Horizontal Projected Area Transverse Gust Effect - Force Coeff. Longitudinal Gust Effect - Force Coeff. Plan Gust Effect - Force Coeff. Lateral Force on RTU (Transverse) Lateral Force on RTU (Longitudinal) Vertical Force on RTU GCrB GCr,L GCr,p FhT FhL Fv 1.9 1.9 for equipment with Af,B < 0.1AB, 1.0 for Af,B = A5. Linear interp. b/w 1.9 1.9 for equipment with Af,L < O.1AL, 1.0 for Af,L = AL. Linear interp. b/w 1.5 1.5 for equipment with A, < 0.1Ap, 1.0 for A, = A. Linear interp. b/w lbs FhT= ad (GC lbs FhL= gh(GCr,L)Af,L lbs Fv= gh(GC, p)A, psf ASCE 7 Equation 29.5-2 psf ASCE 7 Equation 29.5-2 psf ASCE 7 Equation 29.5-3 P:\Project.B08\735\88735010.00\Calcs\Active\Workshts\180529 Wind Loads on RTU.xlsx Degenkolb Degenkolb Engineers 600 University Street, Suite 720 Seattle, WA 98101 Phone: 206.262.9240 Subject: Wind Loads on RTUS Job Number: 88735010.01 Date: 5/29/2018 Job: Natera By: JGS, DAS Checked By: Summary: This spreadsheet assists with determination of wind loads in accordance with ASCE 7-10. Overturning Demands on RTU Wind Hitting RTU Along Width Overturning Moment Force couple from overturning Force from vertical wind Total uplift force (vertical + OT) Total downward force (OT only) Upward wind force along width Downward wind force along width Wind Hitting RTU Along Length Overturning Moment Force couple from overturning Force from vertical wind Total uplift force (vertical + OT) Total downward force (OT only) Upward wind force along length Downward wind force along length Mw 4,974 Ib -ft PW(OT) 412 Ib PW(UP) 967 Ib 7y ..lb Pw f' Ib WW+ .+ plf '^rw- €���,: plf ML 13,334 Ib -ft PL(OT) 2,963 Ib PL(uP) 967 Ib PL+ '-. Ib PL Ib wl+ ., plf wL- .. s«: plf Mw = FhThRTU/2 PW(OT) = M W/LRTU PW(UP) = Fj2 Pw+= PW(OT) + PW(UP) PW- = PW(OT) WW*= PW+/BRTU WW- = PW-/BRTU ML = FhihRTu/2 PL(OT) = ML/BRTU PL(UP) = Fj2 PL. = PL(OT) + PL(UP) PL- = PL(OT) WL+ = PL+/LRTU WL-= PL-/LRTU P:\Project.B08\735\88735010.00\Calcs\Active\Workshts\180529 Wind Loads on RTU.xlsx Degenkolb Subject: ?•-.7\J Job Number: Ca, 1 'jC- O\ 0 , 0 , Date: 5 124\ / 4 (12, Job: N\--u,_-I\ By: '»\C] Section: Checked By: Checked By: Page \ of 2Z V {AN CA\o�!'c(7 ZESL( 'J (-AMY, krickkog.h• R'C-\) . WINO WP<'s2) GAeswo-S C6E "CTR C-Vreb C.PJvLC,S� St �R- _ `�\0 (o•►ER. EN - v►� N) v\n 14\ E F�.ot� S4v.C.1\�S�E-ET_ 43v6WI-CA mt Vq_cm f\ ‘)?tar Pt -so :... I-orl OS o.Gh - = - 3,\3 _ - \6'v * (INvSb) S.i1`i\‘C5S01, St Sc, WS '\A-.- C -N" P c,z��i `15 ONC, CSCE paS E 5g-) C -Pc tet^ cr p P�c�� \ 72 t f CSEc Pr'N'T Ac -\\E0 E sw") USE 2` Et a i... -N.04- P QP4 G \ S' D C._.. v; �o. = 3NAa \c\051,- -r= 600 IN \CPri / t C. : \ iz v I\I =\\.\# / 1.5 �.oc %Ham. = fl ;13 O C.o r 46x.".. \ 3\ = 0.7°1 < SGPs WS �� ICC all EVALUATION SERVICE d�cx# tea# t¢ Innovation RESEARCH LABS ICC -ES Evaluation Report ICC -ES 1 (800) 423-6587 ( (562) 699-0543 ( www.icc-es.org Most Widely Accepted and Trusted ESR -2236 Reissued 01/2018 This report is subject to renewal 01/2019. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -DRIVE SDS WOOD SCREWS ICC ICC ICC LES) QS') took for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" N.1191 ER INTERNATIONAL A Subsidiary of CODE CcuNCIL ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright ° 2018 ICC Evaluation Service, LLC. All rights reserved. ACCREDITED ISU11EC§IOR5'. Product Certificotion'Body #t000 sac AtasQMW OCPB Accr dt CCN 1:12 ICC. EVAWATI©N SERVICE Most Widely Accepted and Trusted ICC -ES Evaluation Report ESR -2236 Reissued January 2018 This report is subject to renewal January 2019. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.stroncttie.com EVALUATION SUBJECT: SIMPSON STRONG -DRIVE SDS WOOD SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 International Building Code® (IBC) • 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Properties evaluated: • Structural • Corrosion Resistance 2.0 USES The Simpson Strong -Drive SDS wood screws described in this report are used for steel -to -wood and wood -to -wood connections that are designed in accordance with the IBC and IRC. Screws having the proprietary Double Barrier Coating (i.e., those with a four -cut point) may be used where fasteners are required to exhibit corrosion resistance when exposed to adverse environmental conditions and/or in chemically treated wood (subject to the limitations of Sections 4.2, 5.2 and Table 6), and are alternates to hot -dip zinc galvanized fasteners with a coating weight in compliance with ASTM A153, Class D. Screws having the proprietary Double Barrier Coating have been evaluated for use with wood chemically treated with waterborne alkaline copper quaternary, Type D (ACQ-D). 3.0 DESCRIPTION 3.1 General: The SDS wood screws are manufactured using a standard cold -forming process, and consist of either heat-treated carbon steel or type 316L stainless steel. The screws have rolled threads, spaced 10 threads per inch (0.393 thread per millimeter), a plain (unslotted) hex washer head, and either a Type 17 drill (fluted) point or a proprietary four -cut (square -shank) point. The length of threads is approximately equal to two-thirds of the nominal screw length. The screws' major and minor diameters are 0.250 inch and 0.185 inch (6.4 mm and 4.7 mm), respectively, and the unthreaded shank diameter is 0.242 inch (6.1 mm). Table 1 provides a description of screws recognized in this report, and specifies the screws' nominal bending yield strength and allowable tensile and shear loads. See Figure 1 for a diagram of the SDS wood screw. 3.2 Materials: 3.2.1 SDS Wood Screws: The SDS wood screws are manufactured from SAE J403 low -carbon steel wire, grade 1022; SAE J403 low -carbon -alloy steel wire, grade 10621, or from type 316L stainless steel complying with ASTM A493. The carbon steel screws with the type 17 point are supplied with a yellow zinc dichromate finish. The carbon steel screws with the four -cut point have a proprietary coating that is identified as a Double Barrier Coating. The screws can be supplied with a hot -dipped galvanized (HDG) coating having a minimum average zinc coating thickness of 0.0021 inch (0.053 mm) and a minimum individual zinc coating thickness of 0.0017 inch (0.043 mm) in accordance with ASTM A153, Class D. 3.2.2 Wood Members: Wood members may be either solid -sawn lumber having an assigned specific gravity of 0.50 or greater, or engineered wood (e.g. LVL, PSL, LSL) having a minimum E value of 0.8E for lateral loading and 1.55E for withdrawal loading. The engineered wood must be recognized in an ICC -ES evaluation report and must have a minimum equivalent specific gravity of 0.50. Assigned specific gravity for solid -sawn lumber and wood structural panels must be determined in accordance with Tables 12.3.3A and 12.3.36, respectively, of the 2015 ANSI/AWC National Design Specification (NDS) for Wood Construction (Tables 11.3.3A and 11.3.3B of NDS -12 for the 2012 IBC; Tables 11.3.2A and 11.3.26 of NDS -05 for the 2009 and 2006 IBC). Sawn lumber members must have a moisture content of less than 19 percent both at time of screw installation, and in service. For engineered wood, the moisture content at the time of screw installation and in service must be in accordance with the applicable ICC -ES evaluation report on the engineered wood product. The thickness of the wood main member, tm, must be equal to or greater than the screw length less the thickness of the side member. For wood -to -wood connections, the ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ifi t to any finding or other matter in this report, or as to any product covered by the report. Ewa Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 5 ESR -2236 I Most Widely Accepted and Trusted Page 2of5' actual thickness of the wood side member, ts, must be either 11/2 or 13/4 inches (38.1 or 44.5 mm), as specified in Table 3. The wood side member thickness is an actual value, and is not a minimum or maximum value. 3.2.3 Steel Members: Steel side members must have a minimum tensile strength, F,,, equal to 45 ksi (310.1 MPa) when the steel member design thickness (base -metal thickness exclusive of any coatings) is from 0.0584 inch to 0.1795 inch (1.5 to 4.5 mm), i.e., Nos. 16 gage to 7 gage, and a minimum F„ equal to 52 ksi (358.3 MPa) when the steel member design thickness is 0.2405 inch (6.1 mm), i.e., No. 3 gage. The hole in the steel side member for the SDS screw must be predrilled or prepunched, and must have a standard round hole diameter no greater than 0.273 inch (6.9 mm) in diameter when the steel member thickness is from 0.0584 to 0.1795 inch (1.48 to 4.56 mm), and no greater than 0.305 inch (7.6 mm) in diameter when the steel member thickness is 0.2405 inch (6.1 mm). Hole sizes may deviate from these limitations when the screws are recognized in a current evaluation report for use with a specific steel member with larger holes. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Reference lateral and withdrawal design values in the report are for allowable stress design, and must be multiplied by all applicable adjustment factors, as applicable to wood screws, in accordance with the NDS to determine adjusted design values. When designing a connection, the structural members must be checked for load -carrying capacity in accordance with Section 11.1.2 of NDS -15 (Section 10.1.2 of NDS -12 and NDS -05 for the 2012, 2009 and 2006 IBC), and local stresses within multiple -fastener connections must be checked against Appendix E of the NDS to ensure the capacity of the connection and fastener group. Connections containing multiple screws must also be designed in accordance with Sections 11.2.2 and 12.6 of NDS -15 (Sections 10.2.2 and 11.6 of NDS -12 and NDS -05 for the 2012, 2009 and 2006 IBC). Where the screws are subjected to combined lateral and withdrawal loads, connections must be designed in accordance with Section 12.4.1 of NDS -15 (Section 11.4.1 of NDS -12 and NDS -05 for the 2012, 2009 and 2006 IBC). Design of connections having steel side members must comply with Section 11.2.3 of NDS -15 (Section 10.2.3 of NDS -12 and NDS -05 for the 2012, 2009 and 2006 IBC). Structural members forming the connection must be designed in accordance with the code. 4.1.2 Reference Lateral Design Values: Reference lateral (Z) design values for SDS wood screws for single shear steel -to -wood and wood -to -wood connections loaded perpendicular and parallel to grain are shown in Table 2 and Table 3 respectively. Minimum connection geometries must comply with Table 4. 4.1.3 Reference Withdrawal Design Values: Reference withdrawal (IN) design values for SDS wood screws must be derived according to provisions for wood screws in the NDS. For purposes of determining NDS tabulated withdrawal design values, the SDS screws are classified as a No. 14 wood screw. The thread lengths for the SDS screws are provided in Table 1 of this report. The withdrawal design value in pounds per inch of thread penetration into the side grain of the main member of wood or engineered wood having a minimum specific gravity of 0.50 is shown in Table 5 of this report. 4.1.4 Pull-through Design Values: Pull-through (pull -over) design values are outside the scope of this report. 4.2 Installation: SDS wood screws are installed with a 3/8 -inch (9.5 mm) hex head driver and a low -speed drill. Installation may be performed without predrilling wood members. Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by Table 4 of this report, whichever is more restrictive. When use is in engineered wood products, the minimum fastener end and edge distances and spacing must be in accordance with Table 4 of this report or in accordance with the recommendations of the engineered wood product manufacturer, whichever is more restrictive. The bottom of the screw head must be installed flush to the surface of the member being connected. The screws must not be overdriven. The SDS wood screws with a proprietary Double Barrier Coating (i.e., those with a four -cut point) are recognized for use in wood treated with waterborne alkaline copper quatemary, Type D (ACQ-D), to a maximum retention level of 0.40 pcf (6.4 kg/m3), or in other treated wood products that have been demonstrated to have lower levels of corrosivity. These fasteners must be limited to use in the applications and limitations defined in Table 6. 5.0 CONDITIONS OF USE The Simpson Strong -Drive SDS wood screws described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 When the capacity of a connection is controlled by fastener or side plate metal strength, rather than wood strength, the allowable strength of the connection is not permitted to be multiplied by the adjustment factors specified in the NDS. 5.2 Use of fasteners in locations exposed to saltwater or saltwater spray is outside the scope of this evaluation report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Altemate Dowel -type Threaded Fasteners (AC233), dated April 2015. 6.2 Data in accordance with the ICC -ES Acceptance Criteria for Corrosion -resistant Fasteners and Evaluation of Corrosion Effects of Wood Treatment Chemicals (AC257), dated October 2009 (editorially revised May 2015). 7.0 IDENTIFICATION The packaging for the SDS wood screws is labeled with the designation "Simpson Strong -Drive SDS," the Simpson Strong -Tie Co. name and address, the fastener size, point type (four -cut or type 17), and the ICC -ES evaluation report number (ESR -2236). Each screw head is marked with the not -equal -to symbol (#), and the letter S followed by a number designating the screw length, as shown in Table 1. ESR -2236 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1—SDS WOOD SCREW SPECIFICATIONS, BENDING YIELD STRENGTH, AND FASTENER ALLOWABLE STEEL STRENGTH ainless'Steei SPECIFICATIO (inches} SDS '/4x 1'/2 SDS25112 SDS25112SS S1.5 1 1/2 ?525. SDS'/4x2 SDS25200 SDS25200SS S2 2 3/4 DS25 S25Z42Si Ss SDS'/4x3 SDS25300 SDS25300SS S3 3 2 1 S2. 2 s SDS'/4x41/2 SDS25412 S4.5 4'/2 23/4 13/4 14. SDS255 2 SDS'/4x6 SDS25600 S6 6 3'/4 23/4 0.185 164,000 1,430 800 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4.45 N. Length of thread includes tip. See Figure 1. 2Minor thread diameter shown in the table is the nominal diameter with manufacturing tolerances from a minimum of 0.183 inch to a maximum of 0.193 inch. 3Bending yield strength determined in accordance with ASTM F1575 using the minor thread (root) diameter, Dr. 4Allowable fastener strengths are based on steel properties of the screw. Refer to Tables 2 and 3 for allowable reference lateral (Z) design values for steel -to -wood and wood -to -wood connections, respectively. TYPE 17 POINT OR FOUR CUT TIP WITH SERRATED THREADS 0.250 U.S. Patent 6,109,850; 5,897,280; 7,101,133 FIGURE 1—SDS SCREW ESR -2236 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 2—REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR STEEL -TO -WOOD CONNECTIONS WITH SDS WOOD SCREWS" STEELSIDE,MEMBER DESIGN THICKNESS he 250 250 eral DesignValue 250 250 250 250 i0 2 2 250 290 290 290 290 290 4 3 250 420 420 420 420 420 11 41/2 250 420 420 420 420 420 6 250 420 420 420 420 420 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 ksi = 6.89 MPa. 'The side member must be steel having a minimum tensile strength (FE,) equal to 45 ksi when the steel member design thickness is from 0.0584 inch to 0.1795 inch, and a minimum F„ equal to 52 ksi when the steel member design thickness is 0.2405 inch. 2The main member must be wood having a minimum assigned specific gravity of 0.50, such as Douglas fir–larch, and must be sufficiently sized to accommodate the screw length less the thickness of the side member. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2. 3The uncoated minimum steel thickness of the cold -formed product delivered to the jobsite must not be less than 95 percent of the tabulated design thickness, G. 4Holes in the steel side member must be predrilled or prepunched. Hole diameter must comply with Section 3.2.3 of this report. 5Tabulated lateral design values (Z) must be multiplied by all applicable adjustment factors, including the load duration factor, CD, from the NDS as referenced in the IBC or IRC. 6Screws must be installed into the side grain of the wood main member with the screw axis perpendicular to wood fibers. Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. TABLE 3—REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR WOOD -TO -WOOD CONNECTIONS WITH SDS WOOD SCREWS 21/2 190 1 ErvMEMBEIZ AC esign, AL. THICKNESS', is (Inches J i 1' 31/2 340 340 5 350 340 8 350 340 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The actual thickness of the wood side member, G, must be either 11/2 or 13/4 inches, as specified in the table. The wood side member thickness is an absolute value, and is not a minimum or maximum value. 2The tabulated lateral design values (Z) are based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir–larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2. 3The wood main member must be equal to or greater than the screw length less the thickness of the wood side member. °Tabulated lateral design values (Z) must be multiplied by all applicable adjustment factors, including the load duration factor, Co, from the NDS as referenced in the IBC or IRC. 5Screws must be installed into the side grain of the wood members with the screw axis perpendicular to wood fibers. ESR -2236 1 Most Widely Accepted and Trusted Page 5 of 5 TABLE 4—CONNECTION GEOMETRY IMUM DISTANCE-. SPACING {rn Edge distance Perpendicular to grain loading (Loaded or unloaded edge) 11/2 Parallel to grain loading 1 Spacing (Loading parallel or perpendicular to grain) radicular to grain oadmg4 oadrng to grain toagin or away fro en Between fasteners in a row 4 3 Between rows 3 Between staggered rows 1'/2 For SI: 1 inch = 25.4 mm. 'Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by this table, whichever is the more restrictive. 2 Values for spacing between staggered rows apply where screws in adjacent rows are offset by half of the spacing between screws in a row. TABLE 5—REFERENCE WITHDRAWAL DESIGN VALUE FOR SDS WOOD SCREWS INSTALLED IN THE SIDE GRAIN OF A WOOD MAIN MEMBER DS 1IlfO m*cREw DlMENS ONS. Len 1 2 2t 3 2 41/2 23/4 6 3'/4 172 For SI: 1 inch = 25.4 mm, 1 lbf/inch = 4.44 kPa. 'The tabulated reference withdrawal design value (W = 172 lbs/inch) is in pounds per inch of the thread penetration into the side grain of the main member. 2Tabulated reference withdrawal design values (W = 172 lbs/inch) must be multiplied by all applicable adjustment factors from the NDS as referenced in the IBC or IRC. 3Embedded thread length is that portion held in the main member including the screw tip. 4The tabulated withdrawal design value (W) is based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir–larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2. TABLE 6—RECOGNIZED EXPOSURE CONDITIONS FOR SIMPSON STRONG -TIE SDS FASTENERS 1 CAT* Treated Wood in dry use applications OGNmONLIN! 9a ON Limited to use where equilibrium moisture content of the chemically treated wood meets the dry services condition as described in the NDS ral c« ris1 d to, freshwater d io saltwater expoau 1pa 0 0 Degenkolb Subject: E.—( /.I Job Number: a�Z35a ID • fl t Date: $''a 8i S Job: tV1fT6k b By: I`ps Section: Checked By: Checked By: Page of rJc 4o� E1 Rc- -•/ ��R�T6� ro LSC 7-10 l.J = 308 = L 3 7 1 ,J (H sF L- 1.� TtZfiku-/ /So LATER.__ -'"''.... T/t3c E 13.6-I ....a = 2.5Rt ....... ... rfr � NAE Lr FE - sitfcri U Rw QTS O, 6 I+ (r-ss...G) �3q„J 43.7,a (2l is 0,761 wp IJ J k tEd 5 W) .,R- Lokc S ..�oF SeG`7 X13 l,J SPECr 0n1 4rnAl+J Int' C4 Al Som. Mo,--£,i-r"s /ow; -roc ro b6 Rr• , E ON. ,FT /3lt.) +- (01-0.;510(I)• . 3��N — 0 14'4I/ PRo,/,DE tt..icrkkS Clt Sa> "`"� C ML I kr s..=' = L--7 PQvFs a,J-r po 4.. ©J b kt.•( Image shown may not reflect actual configuration Specifications CAT Caterpillar is leading the power generation marketplace with Power Solutions engineered to deliver unmatched flexibility, expandability, reliability, and cost-effectiveness. Rating (Natural Gas) 125 ekW (156.3 kVA) Voltage 480 Volts Frequency 60 Hz Speed 800 rpm U.S. EPA Certified for Stationary Emergency Application Engine Model 8.8L V8, 4 -cycle Bore 110.5 mm 4.35 in Displacement 8.8 L 535 in3 Stroke 114.3 mm 4.5 in Compression Ratio 10.1:1 Aspiration Turbocharged Governor Type Electronic Fuel Type Natural Gas Fuel Pressure Operating Range* 2.7 - 3.5 kPa 11 - 14 in. water Length Width Height Weightt 3037 mm 1110 mm 1655 mm 1399 kg 119.6 in 43.7 in 65.2 in 3084 Ib *Optional fuel pressure options may be available, please contact your local dealer. **Note: For reference only — do not use for installation design. Please contact your local dealer for exact weight and dimensions. Weight includes: Oversize generator, skid base, circuit breaker, oil, and coolant. LEHE1002-00 Page 1 of 7 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS 1 Page: Project: Sub -Project 1 Pos. No.: Date: 1 Natera B8735010.01 5/29/2018 Specifier's comments: E -Gen anchorage 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] HIT -RE 500 V3 + HIS -N B7 1/2 hetact = 4.921 In., hnom = 4.921 In. ASTM A 193 Grade B7 ESR -3814 1/1/20171 1/1/2019 Design method ACI 318-11 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x l , x t = 4.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated S shape (AISC); (L x W x T x FT) = 3.000 in. x 2.330 in. x 0.170 in. x 0.260 in. cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (d)) Shear load: yes (D.3.3.5.3 (c)) Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1141111 :1191 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 2 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,123 1,467 1,467 0 max. concrete compressive strain: - [%s] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,123 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [lb] Capacity,* Nn [Ib] Utilization PN = Nuai+ Nn Status Steel Strength* 2,123 11,213 Bond Strength** 2,123 4,699 Sustained Tension Load Bond Strength* N/A N/A Concrete Breakout Strength** 2,123 4,895 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa Nua Variables Ase,N [in.2] refer to ICC -ES ESR -3814 ACI 318-11 Table D.4.1.1 futa [psi] 0.14 Calculations Nsa [Ib] 17,250 Results Nsa [lb] 17,250 120,039 4) steel 0.650 nonductile 1.000 Nsa [lb] 11,213 Nua [lb] 2,123 19 OK 46 OK N/A N/A 44 OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1■■III�TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone 1 Fax: E -Mail: KPS Page: 3 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 3.2 Bond Strength (ANa`/ Na = \A � / W ed,Na W cp,Na Nba ^Na0 Na > Nua ANa = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANaO = (2 cNa)2 Cilia = '10 da - IT uncr '1100 1 Wec,Na= (.1 5 1.0 CNa ed,Na=0.7+0.3 (Ca=min) 51.0 CNa W cola = MAX Ca,min CNa < 1.0 Cac ' Cac Nba = X a • T k,c aN,seis ' 7t ' da het Variables T k,c,uncr [PSI] da [in.] 2,013 0.810 ecf,N [in.] ec2.N [in.] 0.000 0.000 Calculations CNa [in.] ANa [In 2] 10.909 368.89 ACI 318-11 Eq. (D-18) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) hat [in.] Ca,min [in.] 4.921 6.000 ca, [in.] % a 7.262 1.000 ANa0 [In 2] W ed,Na 475.98 0.865 W ecl,Na W ec2,Na W cp,Na Nba [113] 1.000 1.000 1.000 14,378 Results Na [1b] 4) bond 9,639 0.650 W seismic W nonducfile 0.750 1.000 k,c [Psi] 1,148 aN,seis 1.000 Na [lb] 4,699 Nua [Ib] 2,123 Input data and resutts must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 4 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 3.3 Concrete Breakout Strength Nth = �p Jam) W ed,N W c,N W cp,N Nb ACI 318-11 Eq. (D-3) 4 Nth >_ Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-11 Eq. (D-5) W ec,N = (1 + 2 s 1.0 ACI 318-11 Eq. (D-8) 3 hef W ed,N = 0.7 + 0.3 (ca,min) c 1.0 1.5hef ACI 318-11 Eq. (D-10) ` W cp,N = MAX(CCac ain, 1.C5hac Jef) 5 1.0 ACI 318-11 Eq. (D-12) Nb = kc X. a 1/Tb 1.0 ACI 318-11 Eq. (D-6) Variables he [in.] ect,N [in.] eaN [in.] Ca,min [in.] 4.921 0.000 0.000 6.000 Cac [in.] kc % a fc [psi] 7.262 17 1.000 4,000 Calculations ANc [in.2] 197.57 Results Nce [Ib] 10,042 ANco [in.2] 217.97 4) concrete 0.650 W c,N W ec1,N W ec2,N 1.000 1.000 W seismic W nonductile 0.750 1.000 1.000 W ed,N 0.944 W cp,N Nb [Ib] 1.000 11,738 4, Nce [Ib] Nua [Ib] 4,895 2,123 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 101'1.711", Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 5 Project: Natera Sub -Project I Pos. No.: 88735010.01 Date: 5/29/2018 4 Shear load Load Vua [Ib] Capacity ¢ Vn [Ib] Utilization pv = Vua/+ Vn Status Steel Strength* 1,467 6,504 23 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)** 1,467 13,495 11 OK Concrete edge failure in direction y+** 1,467 11,712 13 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,ey = ESR value 4 Vsteel Z Vua Variables f 1 Ase,V [in•2] refer to ICC -ES ESR -3814 ACI 318-11 Table D.4.1.1 foto [psi] 0.14 Calculations Vsa.e. [lb] 10,006 Results Vsa,. [Ib] 10,006 120,039 W steel nonductile 4 Vsa [Ib] Vua [Ib] 0.650 1.000 6,504 1,467 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1.1111101911 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 6 Project: Natera Sub -Project 1 Pos. No.: B8735010.01 Date: 5/29/2018 4.2 Pryout Strength (Bond Strength controls) ANa Vcp — RANao W ed,Na W cp,Na Nba]1 Vcp 2 Vua ANa see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANaO = (2 CNa)2 CNa = 10 datuna 1100 1 Wec,Na= \1+eN_1.0 CNa W ed,Na = 0.7 + 0.3 (Ca=min) 5 1.0 Cna yf cp,Na = MAX Ca,min CNa)5 1.0 Cac ' Cac Nba =Xa' Tk,c aN,seis' n' da hef Variables ^cp T k,c,uncr [psi] da [in.] 2 2,013 0.810 ec1,N [in.] ec2,N [in.] cab [in.] 0.000 0.000 7.262 ACI 318-11 Eq. (0-40) ACI 318-11 Table (D.4.1.1) ACI 318-11 Eq. (D-20) ACI 318-11 Eq. (D-21) ACI 318-11 Eq. (D-23) ACI 318-11 Eq. (D-25) ACI 318-11 Eq. (D-27) ACI 318-11 Eq. (D-22) hef [in.] 4.921 %a Ca,min [in] 6.000 Calculations CNa [in.] ANa [int] ANao [in21 10.909 368.89 475.98 W ecl,Na W ec2,Na 111 cp,Na 1.000 1.000 1.000 1.000 ed,Na 0.865 Nba [lb] Results Vcp [Ib] 4) concrete 4) seismic 19,279 0.700 1.000 14,378 nonductile 1.000 aN,seis 1.000 V, [Ib] 13,495 T k,c [psi] 1,148 Vua [lb] 1,467 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 1■■111.T1 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 7 Project: Natera Sub -Project I Pos. No.: 68735010.01 Date: 5/29/2018 4.3 Concrete edge failure in direction y+ Avc Vcb — (Avco) W ed,V W c,V W h,V W parallel,V Vb 4) Vcb > Vua Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cet 1 W ec,V = (1 + 2e <— 1.0 3Cat ed,v = 0.7 + 0.3(i Scat) < 1.0 _ .5cat Z 1.0 W h,v Vb =9?aNriCa1 Variables Cat [in.] 6.000 le [in.] 4.921 Calculations Avc [in.2] 162.00 Results Vcb [lb] 16,731 ca2 [In.] Xa 1.000 ecv [in.] ACI 318-11 Eq. (D-30) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (0-38) ACI 318-11 Eq. (0-39) ACI 318-11 Eq. (D-34) 0.000 da [In.] Avco [in.2] 0.810 162.00 w concrete 0.700 W c,V 1.000 ha [in.] fc [psi] 4,000 W ec,V W ed,V 1.000 1.000 W seismic 1.000 5 Combined tension and shear Toads 12.000 parallel,V 2.000 nonductile 1.000 h,V 1.000 Vb [Ib] Vcb [lb] 11,712 PN PV Utilization [1N,V [%] Status 0.452 0.226 5/3 35 OK RNV = <=1 8,366 Vua [Ib] 1,467 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us 14110119 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 8 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cD factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by mo. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan www.hilti.us 11011'Lrir, Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: Project: Sub -Project I Pos. No.: Date: 9 Natera B8735010.01 5/29/2018 7 Installation data Anchor plate, steel: - Profile: S shape (AISC); 3.000 x 2.330 x 0.170 x Hole diameter in the fixture: df = 0.584 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled 7.1 Recommended accessories Drilling Anchor type and diameter: HIT -RE 500 V3 + HIS -N B7 1/2 0.260 in. Installation torque: 362.881 in.lb Hole diameter in the base material: 0.875 in. Hole depth in the base material: 4.921 in. Minimum thickness of the base material: 6.700 in. hole according to instructions for use is required Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit 2.000 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush y • 2.000 • Dispenser including cassette and mixer • Torque wrench 0 0 0 N 0 0 0 N 0 0 0 N 0 0 0 N 2.000 2.000 Coordinates Anchor in. Anchor x y 1 0.000 0.000 C -x c+x C_y C+y 6.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 10 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan D Degenkolb Subject: LN 2.. 71\1-14 Job Number: 5B 7 O la D j Date: 5/20/.8 Job: h,'r5e_ By: Ps Section: r Checked By: Checked By: Page of -X02 Lit?. ITiLo trc►J STAACTZ JMir/ &-R.DS5 1'154 G- t_ f GOTsH6er spec, ' - be.) 7/ 0 808 4"7 - 3 = 6 , `77 ►. / G�c. 8ce), 4- I L/st 0;771.8 IG,46O L.g 1)es P&P. k6.6. -7-'o.... ' 15,1,3— cN0--IkoE (S1 7, 6 LOS t>JE Of 15-, \/=-- O. 3 So Iii .re O.3. J, o/y . t,) . 1.0 D, 30s4 (;J \/ = 5-068 a Mor 3D1.5-- kit -to 16,b4,1" Sho Cp6Ao Eah ) R.1 — l I J M S r -A 13 L E Disr-RtRJ i £ 5 fleAR To AAiC.-HD/LS PER MA CY ON-SITE STORAGE SYSTEM - MICROWLK SOLUTI- The Pertna-Cyls MicroBulk Storage 'System allows users to enjoy the benefits of on-site gasde1ivery Gone are the hassels„ waste and expense of full - for -empty gas cytinders Using Perrna-Cyl tanks, there are no cylinders to (flange, no residual gas lossesmo back,hand orfoot injuries from handling cinders and no lost or damaged cylinders, The Perma-Cyl tank LS reliable, efficient and 111(0e economical than comparable transportable cylinders. Designed for a higher level of thermal efficiency, they can bold their gas contents longer with lower pressure rise than other similat vessels. Their extraordinary thermal quality limits product losses during extended periods of little gas use. The innovative Perma.44 storage system incorporates a top fill float designed to allow single -hose filling without losses. It automatically sl-rms off the One MicroBillk Delivery System for a safe and reliable fill. Noma BENEFITS - The first till-atlite solution for packaged or cylinder gas: users • Fast filling capabl , Single hose no -low -lo.. • Automatic fill shutoff when used with arca truck Exte,ricied hodhi times ▪ Telemetty rettly with Cyl-Ter Liquki Level Gavge PR:MX.1U ,ADWiNTAO ES 4 SizeS, PleSsures and configurations to meet most applications . Capacities from 230 liters to 5,500 liters (6058 gal to 1350 (14- . Pressures from 235 psig to SOO psig (1 61 berg to 34.5 berg) ▪ Patented automatic fill shut-offfeature with optional fill box allmvs for remote filling from outside the buikling or cornixiund when a Perrna-Cyl tank is installed indoors • Orca truck au torna ti cally safely stops the fill process when Penrna.Cyi tank is iuft ▪ Patented Cyl-Tel gauge supports tern te alarms or telemetry comtnuriitations - High-pressure, high flaw models for laser assist applications • Combination pressure alignd regulators with rnictorneter adjustment knob or screw ▪ Outdoor r indoot installation and operation' Lk4' 'AWILM 14iTk.R4'f From 500MP cutsheet T LPG If6 HOU: i? Ptc$, DESIGNSPECIFICATION CODE ASME SEC. VII DIV I RELIEF SETTING MAWP LP 150 PSI / 10.3 BAR MP 250 PSI / 17,2 BAR GROSS VOLUME 5,510 LITERS / 1,456 GALLONS NET VOLUME 5,262 LITERS / 1,390 GALLONS TARE WEIGHT WITH LAB BASE 6,800 Ib$ / 3,084 ky NORMAL EVAPORATION RATE .70 % PER DAY NITROGEN .43 X PER DAY OXYGEN .43 Z PER DAY ARGON MATERIAL INNER VESSEL SA240 T304 STAINLESS STEEL OUTER SHELL A36 CARBON STEEL OTR TO OT HEADS SA240 T304 STAINLESS STEEL PALLET BASE A36 CARBON STEEL (GALVANIZED) p_It--•NI www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS 1 Page: 1 Project: Natera Sub -Project 1 Pos. No.: B8735010.01 Date: 5/29/2018 Specifiers comments: 1 Input data Anchor type and diameter: HIT -RE 500 V3 + HAS -E B7 1 Effective embedment depth: hef,ad = 4.724 in. (hef,limf = - in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR -3814 Issued I Valid: 1/1/2017 1 1/1/2019 Proof: Design method ACI 318-11 / Chem Stand-off installation: et, = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: 1, x I , x t = 6.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 9.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (a)) Shear load: yes (D.3.3.5.3 (c)) Geometry [in.] & Loading [Ib, in.lb] Z •,X www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 2 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1,267 0 1,267 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity + N„ [Ib] Utilization YN = Naa/+ N„ Status Steel Strength* N/A Bond Strength** N/A Sustained Tension Load Bond Strength* N/A Concrete Breakout Strength** N/A * anchor having the highest loading **anchor group (anchors in tension) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 3 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 4 Shear load Load Vua [Ib] Capacity 4 Vn [Ib] Utilization ]iv = Vaal¢ V„ Status Steel Strength* 1,267 29,526 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 1,267 10,764 12 OK Strength controls)** Concrete edge failure in direction y+** 1,267 4,630 28 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value Vsteel Z Vua Variables Ase,v [in.2] refer to ICC -ES ESR -3814 ACI 318-11 Table D.4.1.1 foto [psi] 0.61 Calculations Vsa," [Ib] 45,425 125,000 Results Vsa,eq [Ib] 4' steel 4, Vsa [lb] Vua [Ib] 45,425 0.650 29,526 1,267 4.2 Pryout Strength (Concrete Breakout Strength controls) AAANc1/ V = g, k6 RA c0/ W ed,N W c,N W cp,N Nb] 4) Vcp 2 Vua ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANau = 9 hef 1 41 ec,N = 1 +2eN 51.0 3 hef W ed,N = 0.7 + 0.3 1ha,minef 5 1.0 .5 W cp,N = MAX(ca,n n ' Cac J 1.5hef) 5 1.0 Ce0 Nb = ko X a hei5 Variables, kcp 2 W c,N 1.000 Calculations ANc [in 2] 185.48 Results Vcp [Ib] 15,377 hef [in.] eo1,N [in.] ACI 318-11 Eq. (D-40) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-5) ACI 318-11 Eq. (D-8) ACI 318-11 Eq. (0-10) ACI 318-11 Eq. (D-12) ACI 318-11 Eq. (D-6) ec2,N [in.] Ca,min [in.] 4.724 Cac [in.] 0.000 kc 0.000 7.301 ANcO [in.2] 17 W ecl,N 6.000 X a fc [psi] 1.000 2,500 W ec2,N 200.88 concrete 0.700 1.000 1.000 W seismic W nonductile 1.000 1.000 W ed,N 0.954 4, Vs. [lb] 10,764 W cp,N 1.000 Nb [Ib] Vua [Ib] 1,267 8,729 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 4 Project: Natera Sub -Project 1 Pos. No.: B8735010.01 Date: 5/29/2018 4.3 Concrete edge failure in direction y+ Vcb = (Avco) W ed,V W c,V W h,V W parallel,V Vb Vcb > Vua Avc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cal 1 W eC,V = (1 + 2e� —< 1.0 3Ca� ty ed,V = 0.7 + 0.3(,0c 5 1.0 _ 1.5Ca� Z 1.0 W h,V ha Vb=9XaVTcoai Variables Ca, [in.] 6.000 ACI 318-11 Eq. (D-30) ACI 318-11 Table D.4.1.1 ACI 318-11 Eq. (D-32) ACI 318-11 Eq. (D-36) ACI 318-11 Eq. (D-38) ACI 318-11 Eq. (D-39) ACI 318-11 Eq. (D-34) cat [in.] ecv [in] W c.v ha [in.] 0.000 1.000 la [in.] R, a da [!n.] fa [psi] 4.724 1.000 1.000 2,500 Calculations AVc [in•2] Avco [in•2] W ec,v W ed,V W h,V Vb [Ib] 162.00 162.00 1.000 1.000 1.000 6,614 Results Vcb [Ib] ( concrete 4) seismic 4 nonductile 4, Vcb [Ib] V. [Ib] 6,614 0.700 1.000 1.000 4,630 1,267 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! 9.000 W parallel,V 1.000 • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 0Ao. • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: Project: Sub -Project 1 Pos. No.: Date: -11 Profis Anchor 2.7.6 5 Natera B8735010.01 5/29/2018 6 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 1.125 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled 6.1 Recommended accessories Drilling Anchor type and diameter: HIT -RE 500 V3 + HAS -E B7 1 Installation torque: 1,800.000 in.lb Hole diameter in the base material: 1.125 in. Hole depth in the base material: 4.724 in. Minimum thickness of the base material: 6.974 in. hole according to instructions for use is required Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit 3.000 • Compressed air with required accessories to blow from the bottom of the hole • Proper diameter wire brush ♦y 3.000 - Dispenser including cassette and mixer • Torque wrench 3.000 3.000 Coordinates Anchor in. Anchor x y 1 0.000 0.000 c.x c+x c_y c+y 6.000 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: KPS Page: 6 Project: Natera Sub -Project I Pos. No.: B8735010.01 Date: 5/29/2018 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 5ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0171 PROJECT NAME: NATERA SITE ADDRESS: 3215 S 116 ST - SUITE 109 Original Plan Submittal DATE: 01/08/19 Revision # before Permit Issued Response to Correction Letter # X Revision # 3 after Permit Issued DEPARTMENTS: � �. )3ui g din Division 00140 \ Public Works NM M\ kk 104 Fire Prevention Structural Itivt%) tIlo(1.0 Planning Divisio nPermit Coordinator PRELIMINARY REVIEW: DATE: 01/10/19 Not Applicable ri Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 02/07/19 Approved Corrections Required ❑ Approved with Conditions n Denied (corrections entered in Reviews) (ie: Zoning Issues) n 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 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0171 DATE: 12/27/18 PROJECT NAME: NATERA SITE ADDRESS: 2800 SOUTHCENTER PKWY Original Plan Submittal Revision # before Permit Issued Response to Correction Letter #_ X Revision # 2 after Permit Issued DEPARTMENTS: Kp Building Division 3s5 U j�- IL✓ �\ -1 Public Works Fire Prevention Structural 11001 SIA -111 Planning Division Permit Coordinator M PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 1/01/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 1/29/19 n n Notation: 11, REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ciRMIT COORD COPY PLAN REVIEW/ROUTING SLID PERMIT NUMBER: D18-0171 DATE: 08/29/18 PROJECT NAME: NATERA SITE ADDRESS: 3215 S 116 ST - SUITE 109 Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: t\ -J tv? (6\04`1. Building Division Public Works n Fire Prevention Structural Planning Division Permit Coordii-ator • PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 08/30/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/27/18 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire D Ping ❑ PW ❑ Staff Initials: 12/18/2013 1ERMIT COORD COPY PLAN REVIEW/ROUTING SLIF PERMIT NUMBER: D18-0171 DATE: 07/02/18 PROJECT NAME: NATERA SITE ADDRESS: 3225 S 116 ST - SUITE 109 Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Auc Building Division ID Public Works Fire Prevention Structural Planning Division ❑ Permit Coordir;:tor n PRELIMINARY REVIEW: DATE: 07/0":118 Not Applicable n Structural Review Required n (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Denied (ie: Zoning Issues) DUE DATE: 07/31/18 Approved with Conditions .V (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 ePERMlT COORD COPY p PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0171 PROJECT NAME: NATERA SITE ADDRESS: 3225 S 116TH ST, STE 109 DATE: 06/01/18 X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: cog4- Building Division M ' • gOr 14 Public Works lki\A 100 Fire Prevention Structural —anning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/05/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 07/03/18 REVIEWER'S INITIALS: DATE: Permit Center Use Only � I� I CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PROJECT NAME: tkiD /� ( SITE ADDRESS: 1 Gi J I( s ID'1 PERMIT NO: b/P101/ I ORIGINAL ISSUE DATE: �)1��E►� REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INIT ALS iz/2,1�rg s 3-11A—SCI adtil i�i�11111111111EMi bvos-ecl fonkiapra4itn 64 4thittr.e 14)1 11177.� Summ. y of Revision: I�' ' I ' Imo(! �, � gin' /i / , _ ire/ /00 !mote / SOV Wf/ ' . ceived by: '=nt N v CRUZ REVISION NO. DATE RECEIVED STAFF I ITIALS ISSUED DATE STAFF INITIALS 1 iz/2,1�rg s 3-11A—SCI 1Summary ,& Summary of Revision: bvos-ecl fonkiapra4itn 64 4thittr.e 14)1 J..Qt-en . V utS-e(A show hs -ii n h)", of kb iCtit1IG j Received by: R,, k l) c A -r t 4/1. .4 Jute rs t.)/ cowed 014 ivarf. S foruq.e 'YlOU n 43 Fj/kvr1 ,) (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS `�I� �mI ` n: ,Utilt{/01 i_., ^ IN a b'v V02---4 � C/' 1Summary ,& vL of Revisi Received by: Received by: etc k. )), r i (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION ►UBMITTAL. 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: Jan. 7, 2018 Plan Check/Permit Number: D18-0171 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑x Revision # 3 after Permit is Issued Q Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: 3215 South 116th Street, Building 3, Suite 109, Tukwila, WA 98168 Contact Person: Gavin Smith Phone Number: 206.381.6000 Summary of Revision: The following proposed changes have been clouded, and appear on the floor plan (sheet Natera A11-01): Revised to show all warehouse freezers as future. Added two LN2 Freezers with associated dewars in Storage Room 104. RECEIVED JAN 082019 Sheet Number(s): A11-01 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on f `� W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 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: Dec. 21, 2018 Plan Check/Permit Number: D18-0171 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑x Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Natera Project Address: Contact Person: 3215 South 116th Street, Building 3, Suite 109, Tukwila, WA 98168 Gavin Smith Phone Number: 206.381.6000 Summary of Revision: The following proposed changes have been clouded, and appear on the floor plan (sheet A11-01): 1. Revised configuration of future LN2 freezers (shown as halftone). Revised to show installation of two LN2 Freezers with associated dewars. Storage tanks shown as future phase. RECFIVED CITY OF TUKWIL DFC 2 7 2018 PERMIT CE!JTl • Sheet Number(s): Al 1-01 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on Z 2 8- lig W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 n 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: Aug. 29, 2018 Plan Check/Permit Number: D18-0171 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑x Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: 3215 South 116th Street, Building 3, Suite 109, Tukwila, WA 98168 Contact Person: Gavin Smith Phone Number: 206.381.6000 Summary of Revision: The following proposed changes have been clouded, and appear on the floor plan (sheet Al 1-01) and door schedule (sheet A62-01): Natera RECEIVED CITY OF TUKWIL1 AUG 2 9 2018 PERMIT CENTER 1. Revised configuration of future LN2 freezers (shown as halftone). 2. Revised location of handwash sink in Vestibule (RM# 122) (from exterior wall to interior partition). 3. Revised location of door into Comm Closet (RM# 123). 4. Revised location electrical panels (shifted down grid line 1). 5. Added new double door (Door #125A) under stair, and cased opening into Storage (RM 104). 6. Increased door width (Door #120M) from 3'-0" to 3'-6". Sheet Number(s): A11-01, A62-01 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center�by: tr.-Entered in TRAKiT on (J -f"'( 4 6 W:\Permit Center\Tem,lates\Forms\Revision Submittal Form.doc Revisal: August 2015 Date: 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: D18-0171 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: NATERA Project Address: 3225 S 116TH ST 109 Contact Person: Summary of Revision: Erik Westover Phone Number: (206) 452-9313 Per correction Letter 1, dated June 22, 2018; the applicant did not date the engineering stamp correctly. The structural engineer has made the revisions by adding a date next to the stamp. RECEIVED CIIYOI- IUKWILP JUL 022018 ENTER Sheet Number(s): S00-01 General notes; S11-01 Roof Plan; S51-01 Details; Structural Calcs P:\Seattle\161812.(00-Evercord Facility DOCS\05.0-AgeneyCorresp\05.01-LocalBuildingAuthority\2018-06-22Correction_Notice I \Revision Submittal Form - D17-0171 - Natera.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 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on P:\Seattle\161812.000-Evercord FacilityiDOCS\05,0-AgencyCorresp\05.01-LocalBuilding.Authority\2018-06-22_Correction_Noticel \Revision Submittal Form - D17-0171 - Natera.doc Revised: August 2015 G -Three Builders Corp Horne Espanol Contact Search L&I Page 1 of 2 A -Z index Help My MI Safety & Health Claims & Insurance Workplace Rights Trades & Licensing ill\Washington State Department of 4,,,) Labor & industries G -Three Builders Corp Owner or tradesperson Principals Soukup, Jacob Michael, PRESIDENT Wing, Lauren Margaret, SECRETARY Doing business as G -Three Builders Corp WA UBI No. 604 120 336 Parent company G -Three Builders Corp 3211 W McGraw St 99095 SEATTLE, WA 98139 206-681-5989 KING County Business type Corporation Governing persons JACOB SOUKUP LAUREN WING, License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. GTHREBC834LL Effective — expiration 06/13/2017— 06/13/2019 Bond ............. North American Spec Ins Co Bond account no. 2256178 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 06/13/2017 05/29/2017 Expiration date Until Canceled Insurance ..................... Ohio Security Ins Co $1,000,000.00 Policy no. BKS1858081335 Received by L&I Effective date 06/11/2018 06/12/2018 Expiration date 06/12/2019 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604120336&LIC=GTHREBC834LL&SAW= 7/16/2018